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Updated January 25, 2023 WILLOW BROOK GOLF COMMUNITY TIS ADA COUNTY, IDAHO ---PAGE BREAK--- Willow Brook Golf Community TIS Ada County, Idaho Prepared for: Willowbrook Development Inc. 210 E Murray Street Boise, ID, 83614 Prepared by: Kittelson & Associates, Inc. 101 South Capitol Boulevard, Suite 600 Boise, ID 83702 [PHONE REDACTED] Project Manager: Jamie Markosian, PE Senior Engineer Project Principal: Sonia Hennum Daleiden, PE Senior Principal Engineer Project Sam Engineering Associate McKenna Milacek Transportation Analyst Project Number 25407 Updated January 25, 2023 ---PAGE BREAK--- CONTENTS Executive Summary 1 Findings 1 Recommendations 18 Introduction 26 Project Description 26 Scope of the 30 Study Area 31 Intersection Performance measures 32 Traffic Analysis Methodology 33 Performance Measures 33 Existing Conditions 37 Site Conditions and Adjacent Land 37 Transportation Facilities 37 Existing Traffic Operations 38 Crash History 44 Transportation Impact 47 Year 2030 Background Traffic Conditions 53 Year 2045 Background Traffic Conditions 58 Year 2045 Background (With Select Roadway Improvements) Traffic Conditions 71 Proposed Development Plan 86 Year 2030 Total Traffic Conditions 90 Year 2045 Total Traffic Conditions 97 Year 2045 Total Traffic Conditions (With Select Roadway Improvements) 113 Mitigation Timing & Threshold Evaluation 136 Year 2045 Total Traffic Queuing 138 Site Access Evaluation 141 Pedestrian and Bicycle Considerations 146 Findings and Recommendations 148 Findings 148 Recommendations 164 References 172 ---PAGE BREAK--- Willow Brook Golf Community TIS Updated January 25, 2023 List of Figures Kittelson & Associates ii LIST OF FIGURES Figure 1. Site Vicinity Map 27 Figure 2. Proposed Site Plan Phase 1 28 Figure 3. Proposed Site Plan Full Buildout 29 Figure 4A: Year 2022 Existing Traffic Volumes AM 41 Figure 4B: Year 2022 Existing Traffic Volumes PM 42 Figure 5: Aerie Way & SH 16 Future Lane 52 Figure 6A: Year 2030 Background Traffic Volumes 54 Figure 6B: Year 2030 Background Traffic Volumes PM 55 Figure 7A: Year 2045 Background Traffic Volumes 61 Figure 7B: Year 2045 Background Traffic Volumes PM 62 Figure 8A: Year 2045 Background (with Select Roadway Improvements) Traffic Volumes AM 75 Figure 8B: Year 2045 Background (with Select Roadway Improvements) Traffic Volumes PM 76 Figure 9: Estimated Trip Distribution Pattern Phase 1 2030 88 Figure 10: Estimated Trip Distribution Pattern Full Build-out 2045 89 Figure 11A: Year 2030 Trip Assignment Volumes AM 91 Figure 11B: Year 2030 Trip Assignment Volumes 92 Figure 12A: Year 2030 Total Traffic Volumes AM 93 Figure 12B: Year 2030 Total Traffic Volumes PM 94 Figure 13A: Year 2045 Trip Assignment Volumes AM 100 Figure 13B: Year 2045 Trip Assignment Volumes 101 Figure 14A: Year 2045 Total Traffic Volumes AM 102 Figure 14B: Year 2045 Total Traffic Volumes PM 103 Figure 15A: Year 2045 Trip Assignment (with select roadway improvements) Volumes AM 117 Figure 15B: Year 2045 Trip Assignment (with select roadway improvements) Volumes PM 118 Figure 16A: Year 2045 Total Traffic (with select roadway improvements) Volumes AM 119 Figure 16B: Year 2045 Total Traffic (with select roadway improvements) Volumes PM 120 Figure 17A: Redirected Volumes from Disconnecting Deep Canyon Drive from SH 16 AM 131 Figure 17B: Redirected Volumes from Disconnecting Deep Canyon Drive from SH 16 132 Figure 18: Site Access Locations 142 ---PAGE BREAK--- Willow Brook Golf Community TIS Updated January 25, 2023 List of Tables Kittelson & Associates iii LIST OF TABLES Table 1. Study Intersections and Corresponding Operational Standards 34 Table 2. Existing Study Transportation Facilities and Roadways 37 Table 3. Year 2022 Existing Intersection Operations 38 Table 4. Year 2022 Existing Roadway Segment Operations 43 Table 5. Study Intersection Crash Type and Severity Summary, 2017-2021 44 Table 6. Roadway Segment Crash Type and Severity Summary, 2017-2021 44 Table 7 Annually Compounded Growth Rates 50 Table 8. Year 2030 Background Intersection Operations 53 Table 9 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2030 Background Conditions 56 Table 10. Year 2030 Background Roadway Segment Operations 56 Table 11. Year 2045 Background Intersection Operations 58 Table 12 Beacon Light Road / Pollard Road Intersection Mitigation Operations – 2045 Background Conditions 63 Table 13. Beacon Light Rd / SH 16 Intersection Mitigation Operations – 2045 Background Conditions 64 Table 14 Beacon Light Road / Palmer Lane Intersection Mitigation Operations – 2045 Background Conditions 64 Table 15 Floating Feather Road / Star Road Intersection Mitigation Operations – 2045 Background Conditions 65 Table 16 Floating Feather Road / Plummer Road Intersection Mitigation Operations – 2045 Background Conditions 66 Table 17 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2045 Background Conditions 66 Table 18. SH 44 / Star Rd Intersection Mitigation Operations – 2045 Background Conditions 67 Table 19. SH 44 / Plummer Rd Intersection Mitigation Operations – 2045 Background Conditions 68 Table 20. Year 2045 Background Conditions Roadway Segment Operations 68 Table 21. Year 2045 Background (with Select Roadway Improvements) Intersection Operations 72 Table 22 Beacon Light Road / Pollard Road Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions 77 Table 23. Beacon Light Rd / SH 16 Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions 78 Table 24 Beacon Light Road / Palmer Lane Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions 79 Table 25 Floating Feather Road / Star Road Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions 79 Table 26 Floating Feather Road / Plummer Road Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions 80 Table 27 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions 80 Table 28. SH 44 / Star Rd Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions 81 Table 29. SH 44 / Plummer Rd Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions 82 Table 30. Year 2045 Background (With Select Roadway Improvements) Conditions Roadway Segment Operations 82 Table 31. Willow Brook Golf Course Only Estimated Trip Generation 86 Table 32. Phase 1 Willow Brook Golf Community Estimated Trip Generation 86 Table 33. Phase 1 Willow Brook Golf Community Estimated Trip Generation 87 Table 34. Year 2030 Total Traffic Intersection Operations 90 Table 35 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2030 Total Traffic Conditions 95 Table 36. Year 2030 Total Traffic Roadway Segment Operations 96 Table 37. Year 2045 Total Traffic Intersection Operations 97 Table 38 Purple Sage Road / Can Ada Road Intersection Mitigation Operations – 2045 Total Traffic Conditions 104 Table 39 Deep Canyon Dr / SH 16 Intersection Mitigation Operations – 2045 Total Traffic Conditions 105 Table 40. Beacon Light Rd / SH 16 Intersection Mitigation Operations – 2045 Total Traffic Conditions 106 Table 41 Beacon Light Road / Palmer Lane Intersection Mitigation Operations – 2045 Total Traffic Conditions 106 Table 42 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2045 Total Traffic Conditions 107 Table 43. SH 44 / Star Rd Intersection Mitigation Operations – 2045 Total Traffic Conditions 108 Table 44. SH 44 / Plummer Rd Intersection Mitigation Operations – 2045 Total Traffic Conditions 108 Table 45. Year 2045 Total Traffic Conditions Roadway Segment Operations 109 Table 46. Year 2045 Total Traffic (with Select Roadway Improvements) Intersection Operations 113 Table 47 Purple Sage Road / Can Ada Road Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 121 ---PAGE BREAK--- Willow Brook Golf Community TIS Updated January 25, 2023 List of Tables Kittelson & Associates iv Table 48 Beacon Light Rd / Pollard Ln Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 122 Table 49. Beacon Light Rd / SH 16 Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 123 Table 50 Beacon Light Road / Palmer Lane Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 123 Table 51 Floating Feather Road / Star Road Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 124 Table 52 Floating Feather Road / Plummer Road Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 125 Table 53 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 125 Table 54. SH 44 / Star Rd Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 126 Table 55. SH 44 / Plummer Rd Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 127 Table 56. Year 2045 Total Traffic (With Select Roadway Improvements) Conditions Roadway Segment Operations........ 127 Table 57. Deep Canyon Dr / SH 16 Disconnected Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions 129 Table 58 Mitigation Threshold Evaluation 136 Table 59. Year 2045 Total Traffic Conditions 95th Percentile Queuing Analysis 138 Table 60. Turn Lane Analysis Results 141 Table 61. 2045 Daily Traffic Estimates on Internal Roadways (with Select Roadway Improvements) 145 ---PAGE BREAK--- Willow Brook Golf Community TIS Updated January 25, 2023 Appendices Kittelson & Associates v APPENDICES Appendix A Proposed Scope of Work Memo and Confirmation Emails Appendix B Signal Timing Sheets Appendix C Existing Intersection Traffic Count Data Appendix D Year 2022 Existing Traffic Operation Worksheets Appendix E Year 2022 Mitigated Existing Traffic Operation Worksheets Appendix F Existing 48-Hour Segment Traffic Count Data Appendix G Crash Data Appendix H Proposed Growth Rate Email Discussions Appendix I COMPASS Model for the Willow Brook Development Appendix J Year 2030 Background Traffic Operation Worksheets Appendix K Year 2030 Mitigated Background Traffic Operation Worksheets Appendix L Year 2045 Background Traffic Operation Worksheets Appendix M Year 2045 Mitigated Background Traffic Operation Worksheets Appendix N Year 2045 Background (with Select Roadway Improvements) Traffic Operation Worksheets Appendix O Year 2045 Mitigated Background (with Select Roadway Improvements) Traffic Operation Worksheets Appendix P Internal Trip Capture Worksheets Appendix Q Year 2030 Total Traffic Operation Worksheets Appendix R Year 2030 Mitigated Total Traffic Operation Worksheets Appendix S Year 2045 Total Traffic Operation Worksheets Appendix T Year 2045 Mitigated Total Traffic Operation Worksheets Appendix U Year 2045 Total Traffic (with Select Roadway Improvements) Operation Worksheets Appendix V Year 2045 Mitigated Total Traffic (with Select Roadway Improvements) Operation Worksheets Appendix W Mitigation Timing and Threshold Evaluation Worksheets Appendix X Turn Lane Warrants ---PAGE BREAK--- Executive Summary ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 1 EXECUTIVE SUMMARY Willowbrook Development Inc. is proposing to develop the Willow Brook Golf Community, a mixed-use development situated on approximately 720 acres of currently vacant land in Ada County, Idaho. The site is loosely bounded by SH 16 to the east, Can Ada Road to the west, Deep Canyon Drive to the north, and Lanktree Gulch Road to the south. The development will fill areas of vacant land around existing residential developments. Currently the site is in unincorporated Ada County but will be annexed into the City of Star upon development approval. The Willow Brook Golf Community will be constructed in phases throughout the next 20+ years. The first phase of construction will consist of the following land uses:  285 Single Family Houses  45 Townhomes  18-hole Public Golf Course Full buildout of the Willow Brook Golf Community will consist of the following land uses:  948 Single Family Houses  146 Townhomes  75,000 Sq. Ft. of Commercial Shopping Plaza  18-hole Public Golf Course Access to the development is proposed via Can Ada Road, Purple Sage Road, Deep Canyon Drive, and Lanktree Gulch Road. Additionally, there are potential planned access connections at Wing Road and Aerie Way. Due to the infill nature of the development, site accesses are not exclusive to the proposed development and will carry traffic from adjacent existing residences. The main internal collector of the development will connect Deep Canyon Drive to Can Ada Road. The proposed site plan for phase 1 of development is shown in Figure 2. The site plan for full buildout of the Willow Brook Golf Community is shown in Figure 3. The development is planned to be fully built-out by the year 2045, with phase 1 being completed by 2030. The TIS addresses the existing traffic conditions, background (2030 & 2045) traffic conditions, and the development’s impacts in the build-out years (2030 & 2045) and necessary mitigation measures. The TIS for Willow Brook Golf Community resulted in the following findings and recommendations. FINDINGS EXISTING CONDITIONS The study evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday. All study intersections and roadway segments were found to meet ACHD and ITD operating standards under 2022 existing conditions during the AM and PM peak hours. YEAR 2030 BACKGROUND CONDITIONS The 2030 phase 1 portion of the study evaluated 5 off-site intersections and 8 roadway segments during the AM and PM peak period of a typical weekday. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 2 All study intersections were found to meet ACHD and ITD operating standards under 2030 background conditions during the AM and PM peak hours except for:  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023 – The CHD4 identified improvement of a traffic signal with left and right turn lanes will serve as acceptable mitigation for the intersection. Alternatively, the ITD identified improvement of an RCUT will also serve as acceptable mitigation for the intersection. All ACHD study roadway segments operate at acceptable levels of service under 2030 background conditions except for:  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section. YEAR 2045 BACKGROUND CONDITIONS The 2045 background conditions analysis evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday assuming no background roadway improvements were completed. The following study intersections were found to exceed ACHD and ITD operating standards under 2045 background conditions during the AM and/or PM peak hours:  Beacon Light Road & Pollard Road – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes and a westbound right turn lane will also serve as acceptable mitigation for the intersection.  Beacon Light Road & SH 16 – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – The Spring Valley development was conditioned with making capacity improvements to this intersection. – Widening SH 16 at the intersection and adding a westbound right turn overlap will serve as acceptable mitigation for the intersection. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 3  Beacon Light Road & Palmer Lane – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Star Road – The northbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Plummer Road – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. – The CHD4 identified improvement of a traffic signal with left and right turn lanes will serve as acceptable mitigation for the intersection. Alternatively, the ITD identified improvement of an RCUT will also serve as acceptable mitigation for the intersection.  SH 44 & Star Road – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified by ACHD does not fully mitigate the intersection. – Widening SH 44 at the intersection and adding dual northbound left turn lanes will serve as acceptable mitigation for the intersection.  SH 44 & Plummer Road ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 4 – The intersection operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. – A traffic signal with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes will serve as acceptable mitigation for the intersection. The following study roadway segments operate above ACHD level of service volume thresholds under 2045 background conditions:  Deep Canyon Drive (Aerie Way to SH 16) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Deep Canyon Drive were upgraded to a collector roadway. – Constructing Aerie Way and the Wing Road extension would bring Deep Canyon Drive to within the ACHD local road ADT threshold as shown in the 2045 background (with select roadway improvements) conditions scenario.  Lanktree Gulch Road (Can Ada to Wing) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Lanktree Gulch Road were upgraded to a collector roadway.  Wing Road (Lanktree Gulch to Beacon Light) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Wing Road were upgraded to a collector roadway.  Beacon Light Road (Wing to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Pollard to SH 16) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (SH 16 to Palmer) ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 5 – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Palmer to Linder) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Pollard Road (Beacon Light to Floating Feather) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Pollard Road would need to be widened to a 3-lane section.  Floating Feather Road (Star to Plummer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Floating Feather Road would need to be widened to a 5-lane section.  Star Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Star Road would need to be widened to a 5-lane section.  Star Road (SH 44 to Joplin) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the segment to within standards.  Plummer Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 6 – To bring this segment to within standards, Plummer Road would need to be widened to a 3-lane section. YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS The 2045 background (with select roadway improvements) conditions analysis evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday assuming select background roadway improvements were constructed. The assumed improvements include:  Floating Feather Road constructed between Munger Road and Can Ada Road  Floating Feather Road realignment constructed between Pollard Road and Palmer Lane  Wing Road constructed between Beacon Light Road and Lanktree Gulch Road  Aerie Way constructed between SH 16 and Deep Canyon Drive The following study intersections were found to exceed ACHD and ITD operating standards under 2045 background (with select roadway improvements) conditions during the AM and/or PM peak hours:  Beacon Light Road & Pollard Road – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes and a westbound right turn lane will also serve as acceptable mitigation for the intersection.  Beacon Light Road & SH 16 – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – The Spring Valley development was conditioned with making capacity improvements to this intersection. – Widening SH 16 at the intersection and adding a westbound right turn overlap will serve as acceptable mitigation for the intersection.  Beacon Light Road & Palmer Lane – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Star Road – The northbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 7 – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Plummer Road – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. – The CHD4 identified improvement of a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes will serve as acceptable mitigation for the intersection. Alternatively, the ITD identified improvement of an RCUT will also serve as acceptable mitigation for the intersection.  SH 44 & Star Road – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified by ACHD does not fully mitigate the intersection. – Widening SH 44 at the intersection and adding dual northbound left turn lanes will serve as acceptable mitigation for the intersection.  SH 44 & Plummer Road – The intersection operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. – A traffic signal with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes will serve as acceptable mitigation for the intersection. The following study roadway segments operate above ACHD level of service volume thresholds under 2045 background (with select roadway improvements) conditions:  Wing Road (Lanktree Gulch to Beacon Light) – The segment is projected to exceed the ACHD local road ADT volume threshold. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 8 – This segment would meet the AM and PM peak hour LOS D volume thresholds if Wing Road were upgraded to a collector roadway.  Beacon Light Road (Wing to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Pollard to SH 16) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Palmer to Linder) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Pollard Road (Beacon Light to Floating Feather) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Pollard Road would need to be widened to a 3-lane section.  Floating Feather Road (Star to Plummer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 9 – To bring this segment to within standards, Floating Feather Road would need to be widened to a 5-lane section.  Floating Feather Road (Plummer to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the segment to within standards.  Star Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Star Road would need to be widened to a 5-lane section.  Star Road (SH 44 to Joplin) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the segment to within standards.  Plummer Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Plummer Road would need to be widened to a 3-lane section. TRIP GENERATION & DISTRIBUTION  The golf course only of the proposed Willow Brook Golf Community is estimated to generate a total of 526 daily net new trip ends, of these, 30 are estimated to occur in the weekday a.m. peak hour (24 inbound / 6 outbound), and 52 are estimated to occur in the weekday p.m. peak hour (27 inbound / 25 outbound).  Phase 1 of the proposed Willow Brook Golf Community is estimated to generate a total of 3,535 daily net new trip ends, of these, 260 are estimated to occur in the weekday a.m. peak hour (83 inbound / 177 outbound), and 358 are estimated to occur in the weekday p.m. peak hour (220 inbound / 138 outbound).  Full buildout of the proposed Willow Brook Golf Community is estimated to generate a total of 12,821 daily net new trip ends, of these, 789 are estimated to occur in the weekday a.m. peak hour (262 inbound / 527 outbound), and 1,097 are estimated to occur in the weekday p.m. peak hour (658 inbound / 439 outbound).  The distribution pattern for site-generated trips was developed by evaluating a select zone analysis from COMPASS’ regional travel demand model. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 10 YEAR 2030 TOTAL TRAFFIC CONDITIONS The 2030 phase 1 portion of the study evaluated 5 off-site intersections and 8 roadway segments during the AM and PM peak period of a typical weekday with the inclusion of phase 1 trips from the Willow Brook Golf Community. All study intersections were found to meet ACHD and ITD operating standards under 2030 background conditions during the AM and PM peak hours except for:  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. – The CHD4 identified improvement of a traffic signal with left and right turn lanes will serve as acceptable mitigation for the intersection. Alternatively, the ITD identified improvement of an RCUT will also serve as acceptable mitigation for the intersection. All ACHD study roadway segments operate at acceptable levels of service under 2030 total traffic conditions except for:  Deep Canyon Drive (Purple Sage to SH 16) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Deep Canyon Drive were upgraded to a collector roadway. – To limit through traffic on this local road, Deep Canyon Drive would need to be disconnected from SH 16. This option is discussed in the 2045 total traffic (with select roadway improvements) conditions scenario.  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section. YEAR 2045 TOTAL TRAFFIC CONDITIONS The 2045 total traffic conditions analysis evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday assuming no background roadway improvements were completed and includes site traffic from full buildout of the Willow Brook Golf Community. The following study intersections were found to exceed ACHD and ITD operating standards under 2045 total traffic conditions during the AM and/or PM peak hours:  Purple Sage Road & Can Ada Road – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 11 – The Mid-Star CIP includes adding turn lanes to this intersection in the 2030-2040 timeframe, but that will not mitigate the intersection in this scenario. – A single lane roundabout or a traffic signal with left turn lanes will serve as acceptable mitigation for the intersection.  Deep Canyon Drive & SH 16 – The eastbound approach operates over capacity and at LOS F during the weekday AM peak hour. – The future configuration of this section of SH 16 is currently being determined by an ITD Corridor Plan. A traffic signal with one through lane in the northbound and southbound direction does not mitigate the intersection. – A traffic signal with left and right turn lanes and SH 16 widened to two through lanes in each direction will serve as acceptable mitigation for the intersection.  Beacon Light Road & Pollard Road – No Willow Brook site trips are assigned to this intersection under 2045 total traffic conditions. Therefore, the mitigations needed at this intersection are the same as identified in 2045 background conditions.  Beacon Light Road & SH 16 – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – The Spring Valley development was conditioned with making capacity improvements to this intersection. – Widening SH 16 at the intersection and adding a second westbound right turn lane will serve as acceptable mitigation for the intersection.  Beacon Light Road & Palmer Lane – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Star Road – No Willow Brook site trips are assigned to this intersection under 2045 total traffic conditions. Therefore, the mitigations needed at this intersection are the same as identified in 2045 background conditions.  Floating Feather Road & Plummer Road – No Willow Brook site trips are assigned to this intersection under 2045 total traffic conditions. Therefore, the mitigations needed at this intersection are the same as identified in 2045 background conditions.  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 12 – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. The ITD identified improvement of an RCUT does not bring the intersection to within ACHD or ITD operating standards. – The CHD4 identified improvement of a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes will serve as acceptable mitigation for the intersection.  SH 44 & Star Road – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified by ACHD does not fully mitigate the intersection. – Widening SH 44 at the intersection and adding dual northbound left turn lanes will serve as acceptable mitigation for the intersection.  SH 44 & Plummer Road – The intersection operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. – A traffic signal with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes will serve as acceptable mitigation for the intersection. The following study roadway segments receive site traffic and operate above ACHD level of service volume thresholds under 2045 total traffic conditions:  Deep Canyon Drive (Aerie to SH 16) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Deep Canyon Drive were upgraded to a collector roadway. – To limit through traffic on this local road, Deep Canyon Drive would need to be disconnected from SH 16. This option is discussed in the total traffic (with select roadway improvements) conditions scenario.  Lanktree Gulch Road (Can Ada to Wing) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Lanktree Gulch Road were upgraded to a collector roadway.  Purple Sage Road (Blessinger to Can Ada) – The segment is projected to exceed the CHD4 LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Purple Sage Road would need to be widened to a 3- lane section.  Can Ada Road (Purple Sage to Lanktree Gulch) ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 13 – The segment is projected to exceed the ACHD LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Can Ada Road can be designated as a minor arterial, which it is already classified as between SH 44 and New Hope Road.  Can Ada Road (Lanktree Gulch to New Hope) – The segment is projected to exceed the ACHD LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Can Ada Road can be designated as a minor arterial, which it is already classified as between SH 44 and New Hope Road.  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Palmer to Linder) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Star Road (SH 44 to Joplin) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the segment to within standards. YEAR 2045 TOTAL TRAFFIC (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS The 2045 total traffic (with select roadway improvements) conditions analysis evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday assuming select background roadway improvements were constructed and includes site traffic from full buildout of the Willow Brook Golf Community. The assumed background improvements include:  Floating Feather Road constructed between Munger Road and Can Ada Road  Floating Feather Road realignment constructed between Pollard Road and Palmer Lane  Wing Road constructed between Beacon Light Road and Lanktree Gulch Road  Aerie Way constructed between SH 16 and Deep Canyon Drive The following study intersections were found to exceed ACHD and ITD operating standards under 2045 total traffic (with select roadway improvements) conditions during the AM and/or PM peak hours:  Purple Sage Road & Can Ada Road ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 14 – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. – The Mid-Star CIP includes adding turn lanes to this intersection in the 2030-2040 timeframe, but that will not mitigate the intersection in this scenario. – A single lane roundabout or a traffic signal with left turn lanes will serve as acceptable mitigation for the intersection.  Beacon Light Road & Pollard Road – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes and a westbound right turn lane will also serve as acceptable mitigation for the intersection.  Beacon Light Road & SH 16 – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – The Spring Valley development was conditioned with making capacity improvements to this intersection. – Widening SH 16 at the intersection and adding a second westbound right turn lane will serve as acceptable mitigation for the intersection.  Beacon Light Road & Palmer Lane – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Star Road – The northbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Plummer Road – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 15 – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. The ITD identified improvement of an RCUT does not bring the intersection to within ACHD or ITD operating standards. – The CHD4 identified improvement of a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes will serve as acceptable mitigation for the intersection.  SH 44 & Star Road – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified by ACHD does not fully mitigate the intersection. – Widening SH 44 at the intersection and adding dual northbound left turn lanes will serve as acceptable mitigation for the intersection.  SH 44 & Plummer Road – The intersection operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. – A traffic signal with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes will serve as acceptable mitigation for the intersection. The following study roadway segments operate above ACHD level of service volume thresholds under 2045 background conditions:  Deep Canyon Drive (Aerie to SH 16) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Deep Canyon Drive were upgraded to a collector roadway. – With the construction of Aerie Way and the Wing Road extension, Deep Canyon Drive could be disconnected from SH 16. This would limit through traffic on the roadway and would allow it to meet the ACHD local road ADT volume threshold. – Disconnecting Deep Canyon Drive from SH 16 will not require any additional intersection mitigations beyond those already identified under 2045 total traffic (with select roadway improvements) conditions. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 16  Purple Sage Road (Blessinger to Can Ada) – The segment is projected to exceed the CHD4 LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Purple Sage Road would need to be widened to a 3- lane section.  Can Ada Road (Purple Sage to Lanktree Gulch) – The segment is projected to exceed the ACHD LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Can Ada Road can be designated as a minor arterial, which it is already classified as between SH 44 and New Hope Road.  Can Ada Road Lanktree Gulch to New Hope) – The segment is projected to exceed the ACHD LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Can Ada Road can be designated as a minor arterial, which it is already classified as between SH 44 and New Hope Road.  Wing Road (Lanktree Gulch to Beacon Light) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Wing Road were upgraded to a collector roadway.  Beacon Light Road (Wing to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Pollard to SH 16) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Palmer to Linder) ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 17 – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Pollard Road (Beacon Light to Floating Feather) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Pollard Road would need to be widened to a 3-lane section.  Floating Feather Road (Star to Plummer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Floating Feather Road would need to be widened to a 5-lane section.  Floating Feather Road (Plummer to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the segment to within standards.  Star Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Star Road would need to be widened to a 5-lane section.  Star Road (SH 44 to Joplin) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the segment to within standards.  Plummer Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Plummer Road would need to be widened to a 3-lane section. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 18 SITE ACCESSES  With approval from ACHD, construct all accesses to the development to allow full access on the public street approaches with the following designations: – All local streets within the development should be constructed with one travel lane in each direction. – Site driveways with access to public streets should provide sufficient stacking distance for four vehicles (100 feet) to ensure acceptable operation and accommodate larger vehicles, including utility service and delivery vehicles. – Site accesses should match the existing grade of road to which they access to ensure the best possible sight distance. – All accesses and internal streets should be designed to provide adequate intersection site distance. Shrubbery and landscaping near the intersection and site access point should be maintained to ensure adequate sight distance is maintained.  Site Access A on Can Ada Road just north of Purple Sage Road should be relocated to the north to allow for at least 280’ of clear sight distance before any horizontal curve.  Site Access C on Deep Canyon Drive does not provide adequate intersection spacing for a 35 mph local road. The segment of Deep Canyon Drive that is currently posted at 35 mph is recommended to be reduced to 25 mph to provide adequate intersection spacing and improve safety as development increases. RECOMMENDATIONS Based on the report’s analyses and evaluation findings, recommendations were developed accordingly for each analysis scenario. EXISTING CONDITIONS No mitigations are recommended to accommodate the year 2022 existing traffic volumes and meet ACHD and ITD standards. YEAR 2030 BACKGROUND CONDITIONS The following mitigations are recommended to accommodate the year 2030 background traffic volumes and meet ACHD and ITD standards:  SH 44 & Can Ada Road – Construct an RCUT with SH 44 widened to a 4-lane section or a traffic signal with left and right turn lanes.  Beacon Light Road (SH 16 to Palmer) – Widen to a 5-lane section. YEAR 2045 BACKGROUND CONDITIONS The following mitigations are recommended to accommodate the year 2045 background traffic volumes and meet ACHD and ITD standards:  Beacon Light Road & Pollard Road ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 19 – Construct a multi-lane roundabout with 2 lanes on Beacon Light Road or a traffic signal with left turn lanes and a westbound right turn lane.  Beacon Light Road & SH 16 – Widen SH 16 at the intersection and add a westbound right turn overlap.  Beacon Light Road & Palmer Lane – Construct a multi-lane roundabout with 2 lanes on Beacon Light Road or a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes.  Floating Feather Road & Star Road – Construct a single-lane roundabout or a traffic signal with left turn lanes.  Floating Feather Road & Plummer Road – Construct a single-lane roundabout or a traffic signal with left turn lanes.  SH 44 & Can Ada Road – Construct an RCUT with SH 44 widened to a 4-lane section or a traffic signal with left and right turn lanes.  SH 44 & Star Road – Widen SH 44 at the intersection and add dual northbound left turn lanes  SH 44 & Plummer Road – Expand the traffic signal to include left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes.  Deep Canyon Drive (Aerie to SH 16) – Construct Aerie Way and the Wing Road extension.  Lanktree Gulch Road (Can Ada to Wing) – Upgrade to a collector roadway.  Wing Road (Lanktree Gulch to Beacon Light) – Upgrade to a collector roadway.  Beacon Light Road (Wing to Pollard) – Widen to a 5-lane section.  Beacon Light Road (Pollard to SH 16) – Widen to a 5-lane section.  Beacon Light Road (SH 16 to Palmer) – Widen to a 5-lane section.  Beacon Light Road (Palmer to Linder) – Widen to a 5-lane section.  Pollard Road (Beacon Light to Floating Feather) – Widen to a 3-lane section.  Floating Feather Road (Star to Plummer) – Widen to a 5-lane section. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 20  Star Road (Floating Feather to SH 44) – Widen to a 5-lane section.  Star Road (SH 44 to Joplin) – Widen to a 5-lane section.  Plummer Road (Floating Feather to SH 44) – Widen to a 3-lane section. YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS The following mitigations are recommended to accommodate the year 2045 background (with select roadway improvements) traffic volumes and meet ACHD and ITD standards:  Beacon Light Road & Pollard Road – Construct a multi-lane roundabout with 2 lanes on Beacon Light Road or a traffic signal with left turn lanes and a westbound right turn lane.  Beacon Light Road & SH 16 – Widen SH 16 at the intersection and add a westbound right turn overlap.  Beacon Light Road & Palmer Lane – Construct a multi-lane roundabout with 2 lanes on Beacon Light Road or a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes.  Floating Feather Road & Star Road – Construct a single-lane roundabout or a traffic signal with left turn lanes.  Floating Feather Road & Plummer Road – Construct a single-lane roundabout or a traffic signal with left turn lanes.  SH 44 & Can Ada Road – Construct an RCUT with SH 44 widened to a 4-lane section or a traffic signal with left and right turn lanes.  SH 44 & Star Road – Widen SH 44 at the intersection and add dual northbound left turn lanes  SH 44 & Plummer Road – Expand the traffic signal to include left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes.  Wing Road (Lanktree Gulch to Beacon Light) – Upgrade to a collector roadway.  Beacon Light Road (Wing to Pollard) – Widen to a 5-lane section.  Beacon Light Road (Pollard to SH 16) – Widen to a 5-lane section.  Beacon Light Road (SH 16 to Palmer) ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 21 – Widen to a 5-lane section.  Beacon Light Road (Palmer to Linder) – Widen to a 5-lane section.  Pollard Road (Beacon Light to Floating Feather) – Widen to a 3-lane section.  Floating Feather Road (Star to Plummer) – Widen to a 5-lane section.  Floating Feather Road (Plummer to Pollard) – Widen to a 3-lane section.  Star Road (Floating Feather to SH 44) – Widen to a 5-lane section.  Star Road (SH 44 to Joplin) – Widen to a 5-lane section.  Plummer Road (Floating Feather to SH 44) – Widen to a 3-lane section. YEAR 2030 TOTAL TRAFFIC CONDITIONS The following mitigations beyond those identified in 2030 background conditions are recommended to accommodate the year 2030 total traffic volumes and meet ACHD and ITD standards:  Deep Canyon Drive (Aerie to SH 16) – Construct Aerie Way and the Wing Road extension. YEAR 2045 TOTAL TRAFFIC CONDITIONS The following mitigations beyond those identified in 2045 background conditions are recommended to accommodate the year 2045 total traffic volumes and meet ACHD and ITD standards:  Purple Sage Road & Can Ada Road – Construct a single lane roundabout or a traffic signal with left turn lanes.  Deep Canyon Drive & SH 16 – Construct Aerie Way and the Wing Road extension or add a traffic signal with left and right turn lanes and SH 16 widened to two through lanes in each direction.  Beacon Light Road & SH 16 – Add a second westbound right turn lane  SH 44 & Can Ada Road – Construct a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes. – An RCUT was recommended under 2045 background conditions but is no longer recommended under 2045 total traffic conditions  Purple Sage Road (Blessinger to Can Ada) – Widen to a 3-lane section. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 22  Can Ada Road (Purple Sage to Lanktree Gulch) – Upgrade to a minor arterial.  Can Ada Road (Lanktree Gulch to New Hope) – Upgrade to a minor arterial. YEAR 2045 TOTAL TRAFFIC (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS The following mitigations beyond those identified in 2045 background (with select roadway improvements) conditions are recommended to accommodate the year 2045 total traffic (with select roadway improvements) volumes and meet ACHD and ITD standards:  Purple Sage Road & Can Ada Road – Construct a single lane roundabout or a traffic signal with left turn lanes.  Beacon Light Road & SH 16 – Add a second westbound right turn lane  SH 44 & Can Ada Road – Construct a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes. – An RCUT was recommended under 2045 background (with select roadway improvements) conditions but is no longer recommended under 2045 total traffic (with select roadway improvements) conditions.  Purple Sage Road (Blessinger to Can Ada) – Widen to a 3-lane section.  Can Ada Road (Purple Sage to Lanktree Gulch) – Upgrade to a minor arterial.  Can Ada Road (Lanktree Gulch to New Hope) – Upgrade to a minor arterial. SITE ACCESSES  Purple Sage Road & Can Ada Road – This intersection should be constructed as a two way stop control in the near term. A single lane roundabout or a traffic signal with left turn lanes is warranted in 2043. Right of way should be preserved now for a future roundabout.  Deep Canyon Drive & Aerie Way – Although shown as a dogbone roundabout on the site plan, a two way stop controlled intersection is shown to operate acceptably for this intersection. The roundabout may be preferred to provide proper alignment with Aerie Way and the main internal collector.  Site Access A – Relocate to the north to allow for at least 280’ of clear sight distance before any horizontal curve.  Site Access C – Reduce speed limit on this section of Deep Canyon Drive to 25 mph. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 23 RECOMMENDED NEW CONNECTIONS  Aerie Way – Recommended to be constructed between Deep Canyon Drive and SH 16 to provide alternate access to SH 16 from the development and to reduce demand on Deep Canyon Drive. This connection should be constructed in conjunction with the Wing Road extension described below. – Deep Canyon Drive is projected to exceed ACHD’s local road ADT threshold by 2024. Constructing these new connections will extend the timeline of reaching this threshold to 2027. Operations at the intersection of Deep Canyon Drive / SH 16 are not projected to exceed capacity until 2040. – The timing of constructing Aerie Way should be determined with the understanding that the local road ADT threshold of Deep Canyon Drive will be exceeded by 2024 but there are no capacity deficiencies in the near term. – The construction of Aerie Way and the Wing Road extension alone will not relieve pressure from Deep Canyon Drive beyond 2027. It is also recommended that Deep Canyon Drive be disconnected from SH 16 upon completion of these connections as described below. – The construction of Aerie Way will require land acquisition from the Bureau of Land Management and private landowners. The developer is currently in discussions with these landowners regarding logistics of making this land acquisition for right of way.  Wing Road Extension – Recommended to be constructed between Lanktree Gulch Road and Beacon Light Road to provide alternate access to SH 16 from the development and to reduce demand on Deep Canyon Drive. This connection should be constructed in conjunction with Aerie Way described above. – Deep Canyon Drive is projected to exceed ACHD’s local road ADT threshold by 2024. Constructing these new connections will extend the timeline of reaching this threshold to 2027. Operations at the intersection of Deep Canyon Drive / SH 16 are not projected to exceed capacity until 2040. – The timing of constructing the Wing Road extension should be determined with the understanding that the local road ADT threshold of Deep Canyon Drive will be exceeded by 2024 but there are no capacity deficiencies in the near term. – The construction of Aerie Way and the Wing Road extension alone will not relieve pressure from Deep Canyon Drive beyond 2027. It is also recommended that Deep Canyon Drive be disconnected from SH 16 upon completion of these connections as described below. – The construction of the Wing Road extension will require land acquisition from private landowners. Some of the land required for this extension is already owned by Willow Brook Development.  Can Ada Road – Recommended to be improved between Purple Sage Road and New Hope Road. Improvements should include upgrading Can Ada Road to a minor arterial, flattening steep grades, and improving sight distance. The road should be improved to accommodate design standards for a minor arterial where possible and should include advisory sections where necessary.  Deep Canyon Drive Recommendations – Deep Canyon Drive is projected to exceed ACHD’s local road ADT threshold of 2,000 by 2024 (with 9% of the Willow Brook site built out). Constructing Aerie Way and the Wing Road extension will extend the timeline of reaching this threshold to 2027. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Executive Summary Kittelson & Associates Page 24 – With the construction of Aerie Way and the Wing Road extension, it becomes feasible to disconnect Deep Canyon Drive from SH 16. Traffic will divert to Aerie Way or Beacon Light Road to reach SH 16. This will bring the 2045 total traffic ADT on Deep Canyon Drive to within ACHD local road thresholds and will not further impact operations on other intersections and roadway segments. ---PAGE BREAK--- Introduction ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Introduction Kittelson & Associates Page 26 INTRODUCTION Kittelson & Associates, Inc. (Kittelson) has conducted a Transportation Impact Study (TIS) for the proposed Willow Brook Golf Community in Ada County, Idaho. The study was prepared in accordance with requirements of the Ada County Highway District’s (ACHD) Policy Manual Section 7106 (Reference 1) and the Idaho Transportation Department (ITD) Rules Governing Right-of-Way Encroachments on State Rights- of-Way (Reference The TIS examines the current transportation network and addresses the transportation impacts associated with background growth and the proposed development. PROJECT DESCRIPTION Willowbrook Development Inc. is proposing to develop the Willow Brook Golf Community, a mixed-use development situated on approximately 720 acres of currently vacant land in Ada County, Idaho. The site is loosely bounded by SH 16 to the east, Can Ada Road to the west, Deep Canyon Drive to the north, and Lanktree Gulch Road to the south. The development will fill areas of vacant land around existing residential developments. Currently the site is in unincorporated Ada County but will be annexed into the City of Star upon development approval. Figure 1 illustrates the site’s vicinity and project boundaries. The Willow Brook Golf Community will be constructed in phases throughout the next 20+ years. The first phase of construction will consist of the following land uses:  285 Single Family Houses  45 Townhomes  18-hole Public Golf Course Full buildout of the Willow Brook Golf Community will consist of the following land uses:  948 Single Family Houses  146 Townhomes  75,000 Sq. Ft. of Commercial Shopping Plaza  18-hole Public Golf Course Access to the development is proposed via Can Ada Road, Purple Sage Road, Deep Canyon Drive, and Lanktree Gulch Road. Additionally, there are potential planned access connections at Wing Road and Aerie Way. Due to the infill nature of the development, site accesses are not exclusive to the proposed development and will carry traffic from adjacent existing residences. The main internal collector of the development will connect Deep Canyon Drive to Can Ada Road. The proposed site plan for phase 1 of development is shown in Figure 2. The site plan for full buildout of the Willow Brook Golf Community is shown in Figure 3. The development is planned to be fully built-out by the year 2045, with phase 1 being completed by 2030. The TIS addresses the existing traffic conditions, background (2030 & 2045) traffic conditions, and the development’s impacts in the build-out years (2030 & 2045) and necessary mitigation measures. ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig1_Vicinity Site Vicinity Willow Brook Golf Comminity Ada County, Idaho 1 Willow Brook Golf Community TIS January 2023 Figure N ADA COUNTY SITE 26 20 55 21 16 44 26 20 84 84 69 - Study Intersections # - Study Roadway ---PAGE BREAK--- H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig2_Site_Ph1 Proposed Site Plan 2030 Phase 1 Ada County, Idaho 2 Willow Brook Golf Community TIS January 2023 Figure N ---PAGE BREAK--- H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig3_Site_Ada Proposed Site Plan 2045 Full Build-out Ada County, Idaho 3 Willow Brook Golf Community TIS January 2023 Figure N ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Introduction Kittelson & Associates Page 30 SCOPE OF THE REPORT ACHD and ITD reviewed and agreed with the scope, methodology and key assumptions within this TIS in July 2022. Appendix A includes the Proposed Scope of Work for the Transportation Impact Analysis memorandum and response emails from ITD and ACHD. This report evaluates these transportation issues:  Existing land use and transportation system conditions, including intersections and roadways within the site vicinity for the typical weekday AM and PM peak periods;  Estimated local and regional growth in the study area for future year background analyses based on annual compounded growth rates applied to existing traffic volumes;  Intersection and segment analysis under year 2030 background traffic conditions (existing counts plus 8 years of regional growth but not including the project) during the weekday AM and PM peak periods;  Intersection and segment analysis under year 2045 background traffic conditions (existing counts plus 23 years of regional growth but not including the project) during the weekday AM and PM peak periods;  Intersection and segment analysis under year 2045 background traffic conditions with select roadway improvements (existing counts plus 23 years of regional growth and select background roadway improvements but not including the project) during the weekday AM and PM peak periods;  Trip generation and distribution estimates for phase 1 and full buildout of the proposed project;  Intersection and segment analysis under year 2030 total traffic conditions (year 2030 background traffic plus phase 1 site-generated trips) during the weekday AM and PM peak periods;  Intersection and segment analysis under year 2045 total traffic conditions (year 2045 background traffic plus full buildout site-generated trips) during the weekday AM and PM peak periods;  Intersection and segment analysis under year 2045 total traffic conditions with select roadway improvements (year 2045 background traffic with select roadway improvements plus full buildout site-generated trips) during the weekday AM and PM peak periods;  Identified transportation mitigations at the study intersections and roadways for all existing, background, and total traffic scenarios, including timing for when mitigations become necessary;  Evaluation of site access intersections; and  Summary of findings and recommendations. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Introduction Kittelson & Associates Page 31 STUDY AREA The following study intersections and roadways were identified during the scoping process and included in the analysis:  Phase 1 Intersections: 1. Purple Sage Road & Can Ada Road 4. Deep Canyon Drive & SH 16 5. Lanktree Gulch Road & Can Ada Road 7. New Hope Road & Can Ada Road 17. SH 44 & Can Ada Road o All site access intersections  Full Buildout Intersections: 1. Purple Sage Road & Can Ada Road 2. Deep Canyon Drive & Aerie Way 3. Aerie Way & SH 16 4. Deep Canyon Road & SH 16 5. Lanktree Gulch Road & Can Ada Road 6. Lanktree Gulch Road & Wing Road 7. New Hope Road & Can Ada Road 8. Beacon Light Road & Wing Road 9. Beacon Light Road & Pollard Road 10. Beacon Light Road & SH 16 11. Beacon Light Road & Palmer Lane 12. Floating Feather Road & Can Ada Road 13. Floating Feather Road & Star Road 14. Floating Feather Road & Plummer Road 15. Floating Feather Road & Pollard Road 16. Floating Feather Road & Palmer Lane 17. SH 44 & Can Ada Road 18. SH 44 & Star Road 19. SH 44 & Plummer Road o All site access intersections  Phase 1 Roadway Segments: • Deep Canyon Drive  Purple Sage Road to Can Ada Road  Can Ada Road to Aerie Way  Aerie Way to SH 16 • Lanktree Gulch Road  Can Ada Road to High Country Way • Purple Sage Road  Blessinger Road to Can Ada Road • Can Ada Road  Deep Canyon Drive to Purple Sage Road  Purple Sage Road to Lanktree Gulch Road  Lanktree Gulch Road to New Hope Road  New Hope Road to SH 44 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Introduction Kittelson & Associates Page 32 • Beacon Light Road  SH 16 to Palmer Lane • Main internal collector  Full Buildout Roadway Segments: • Deep Canyon Drive  Purple Sage Road to Can Ada Road  Can Ada Road to Aerie Way  Aerie Way to SH 16 • Aerie Way  Deep Canyon Drive to SH 16 • Lanktree Gulch Road  Can Ada Road to Wing Road • Purple Sage Road  Blessinger Road to Can Ada Road • Can Ada Road  Deep Canyon Drive to Purple Sage Road  Purple Sage Road to Lanktree Gulch Road  Lanktree Gulch Road to New Hope Road  New Hope Road to Floating Feather Road  Floating Feather Road to SH 44 • Wing Road  Beacon Light Road to Lanktree Gulch Road • New Hope Road  Can Ada Road to Wing Road • Beacon Light Road  Wing Road to Pollard Road  Pollard Road to SH 16  SH 16 to Palmer Lane  Palmer Lane to Linder Road • Pollard Road  Beacon Light Road to Floating Feather Road • Floating Feather Road  Can Ada Road to Star Road  Star Road to Plummer Road  Plummer Road to Pollard Road  Pollard Road to SH 16  SH 16 to Palmer Lane • Star Road  Floating Feather Road to SH 44  SH 44 to Joplin Road • Plummer Road  Floating Feather Road to SH 44 • Main internal collector INTERSECTION PERFORMANCE MEASURES Intersection performance measures reported in this study include level of service (LOS), volume-to-capacity ratio delay and 95th percentile queues. The performance measures are used to gauge the performance of the transportation system and overall quality of the travel experience through an intersection or roadway segment as it is perceived by the traveler: ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Introduction Kittelson & Associates Page 33 • Level-of-service (LOS) is currently the most commonly used performance measure. LOS uses an to ranking based on the average control delay experienced by motorists. LOS conditions have very low vehicles delay times (10 seconds or less), while LOS conditions have high delay times (over 80 seconds on average per vehicle at the signalized intersection) that are considered unacceptable to most drivers. • Volume-to-capacity (v/c) compares the volume of traffic to the theoretical capacity of the facility to accommodate traffic. A v/c ratio of 1.0 indicates an intersection, or movement at an intersection, is operating at capacity. A v/c ratio over 1.0 indicates the intersection’s capacity is exceeded. • 95th percentile queue is the queue length that has only a 5 percent probability of being exceeded during the analysis time-period. It is used to help determine turn lane storage, but not what the typical driver would experience. This performance measure is helpful in assessing access spacing from adjacent unsignalized and signalized intersections. Overall intersection performance is calculated for signalized intersections. For two-way stop-controlled intersections, performance measures are reported for the critical movement. TRAFFIC ANALYSIS METHODOLOGY The intersection operational analysis was performed using the Highway Capacity Manual (HCM) 6th Edition analysis procedures (Reference To ensure that this analysis is based on a reasonable worst-case scenario, the peak 15-minute flow rate during all peak hours was used in the evaluation of all intersection LOS and V/C ratios. This analysis reflects conditions that are only likely to occur for 15-minutes out of each average peak hour. The transportation system will likely operate better than the conditions described in this report during all other time periods. The intersection operations analyses conducted for the TIS were prepared using 10. The roadway segment analysis was performed using the ACHD Street Capacity Guidelines Table in ACHD’s 2020 Capital Improvements Plan (Reference 4) for all ACHD roadways. The HCM 2000 (Reference 5) was utilized due to the ability to report overall intersection V/C ratios for a signalized intersection as required by ACHD Policy Manual, since the HCM 6th Edition does not report overall intersection V/C ratio. Additionally, the guidance in the Manual on Uniform Traffic Control Devices (MUTCD), 2009 Edition (Reference 6) was used for signal warrant analyses when determining the appropriate mitigation for an impacted study intersection. Traffic signal warrants were based on the peak hour traffic volumes at the intersection and hourly traffic volumes were estimated with standard volume profiles. The volume profiles used in this study are from Report 03-110 (Reference 7) and are based on the national averages for nine different roadway types: urban/rural freeways, urban/rural major/minor arterials, and urban/rural major/minor collectors. SIGNAL TIMING AND OTHER PARAMETERS ACHD provided current signal timing via signal timing sheets. Appendix B contains these signal timing sheets. ACHD required values were used for the ideal saturation flow rate (1800 vehicles per hour per lane), while other inputs were gathered from field data including truck percentages, peak hour factors, posted speeds, and storage Per ACHD Policy Manual, peak hour factor adjustments were input for each intersection by approach under existing conditions. This is not consistent with HCM procedures (which outlines one peak hour factor for the overall intersection) but is outlined in the ACHD policy manual for existing conditions analysis. Inputting peak hour factors by approach models a scenario that does not actually occur in the field and, as such, the existing conditions analysis may reflect operations that are worse than occurs on the system today. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Introduction Kittelson & Associates Page 34 PERFORMANCE MEASURES The operating standards of ITD and ACHD were used to assess the traffic operations of the study intersections and roadways. ACHD INTERSECTION AND ROADWAY STANDARDS The analysis was performed in accordance with the methodologies stated in Section 7106.6 of the ACHD Policy Manual (Reference Intersection and segment LOS are reported per ACHD thresholds. ACHD requires that signalized intersections operate at a minimum of LOS E for Principal Arterials and Minor Arterials and LOS D for Collectors. The acceptable V/C ratio for signalized intersection is 0.90 for the overall intersection and 1.0 for each lane group. The acceptable V/C ratio is 1.0 for the critical lane group at unsignalized intersections. All unsignalized intersections that have a projected LOS D or worse shall be evaluated to determine if a signal or roundabout is warranted. Additionally, Section 5108.6.4 identifies a maximum volume-to-capacity ratio at a roundabout to be 0.85, which is also reviewed for mitigations involving roundabouts. ITD INTERSECTION STANDARDS According to ITD District 3 Memo No. 39 (Reference ITD’s desired thresholds are LOS E or better for all intersections and a V/ ratio of 0.90 or better for the overall intersections as well as each lane group. Table 1 summarizes the LOS standards for the study area intersections (signalized and unsignalized). Table 1. Study Intersections and Corresponding Operational Standards ID Study Intersection Agency Traffic Control ITD Operating Standard1 ACHD Operating Standard2 1 Purple Sage Road & Can Ada Road ACHD TWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 2 Deep Canyon Drive & Aerie Way ACHD Future Intersection 3 Aerie Way & SH 16 ACHD/ ITD Future Intersection 4 Deep Canyon Drive & SH 16 ACHD/ ITD TWSC • LOS D or better • Lane Group v/c ≤ 0.90 • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 5 Lanktree Gulch Road & Can Ada Road ACHD TWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 6 Lanktree Gulch Road & Wing Road ACHD Future Intersection 7 New Hope Road & Can Ada Road ACHD AWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 8 Beacon Light Road & Wing Road ACHD TWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 9 Beacon Light Road & Pollard Road ACHD TWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 10 Beacon Light Road & SH 16 ACHD/ ITD Traffic Signal • LOS E or better • Intersection v/c ≤ 0.90 • Lane Group v/c ≤ 0.90 • LOS E or better • Intersection v/c ≤ 0.90 • Lane Group v/c ≤ 1.00 11 Beacon Light Road & Palmer Lane ACHD TWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Introduction Kittelson & Associates Page 35 12 Floating Feather Road & Can Ada Road ACHD Future Intersection 13 Floating Feather Road & Star Road ACHD TWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 14 Floating Feather Road & Plummer Road ACHD TWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 15 Floating Feather Road & Pollard Road ACHD TWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 16 Floating Feather Road & Palmer Lane ACHD TWSC • N/A • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 17 SH 44 & Can Ada Road ACHD/ ITD TWSC • LOS D or better • Lane Group v/c ≤ 0.90 • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 18 SH 44 & Star Road ACHD/ ITD Traffic Signal • LOS E or better • Intersection v/c ≤ 0.90 • Lane Group v/c ≤ 0.90 • LOS E or better • Intersection v/c ≤ 0.90 • Lane Group v/c ≤ 1.00 19 SH 44 & Plummer Road ACHD/ ITD TWSC • LOS D or better • Lane Group v/c ≤ 0.90 • LOS E or better • Critical Movement v/c ≤ 1.00 • Evaluate signal warrant if ≤ LOS D 1ITD District 3 Memo No. 39 (Reference 8) 2ACHD Policy Manual (Reference 1) ---PAGE BREAK--- Existing Conditions ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Existing Conditions Kittelson & Associates Page 37 EXISTING CONDITIONS The existing conditions analysis identifies the site conditions and current operational and geometric characteristics of the roadways within the study area. These conditions will be compared with future conditions later in this report. Information regarding site conditions, adjacent land uses, existing traffic operations and transportation facilities in the study area was collected. SITE CONDITIONS AND ADJACENT LAND USES The proposed development is located in unincorporated Ada County, Idaho and is currently vacant land. The property will be annexed into the City of Star during the development approval process. TRANSPORTATION FACILITIES The transportation system inventory identifies the current characteristics of roadways within the study area. Major roadways within the study area were identified and catalogued, including transit facilities and pedestrian and bicycle infrastructure. ROADWAY FACILITIES Table 2 provides a summary of the existing roadway facilities included in this study within the site vicinity. Table 2. Existing Study Transportation Facilities and Roadways Roadway Functional Classification1 Number of Lanes Posted Speed (MPH2) Sidewalks Bicycle Lanes On-Street Parking Beacon Light Road Minor Arterial 2 40/50 No No No Can Ada Road Minor Arterial / Collector 2 35 No No No Deep Canyon Drive Local 2 25/35 No No No Floating Feather Road Minor Arterial 2 35/45 Partial3 No No Lanktree Gulch Road Local 2 35 No No No New Hope Road Minor Arterial 2/3 40 Partial3 No No Palmer Lane Collector 2 45 Partial3 No No Plummer Road Collector 2 35 Partial3 No No Pollard Road Collector 2 40 No No No Purple Sage Road Collector 2 35 No No No Star Road Minor Arterial / Collector 3/2 30/35 Yes Yes No Wing Road Local 2 35 No No No SH 16 Expressway 3/2 55 No No No SH 44 Principal Arterial 2 55/35 Partial3 No No 1 Per Ada County Long Range Highway & Street Map 2040 Functional Street Classification Map (Reference 2 MPH represents miles per hour. 3 Along new residential developments. PEDESTRIAN AND BICYCLE FACILITIES Within the site’s vicinity, most roads are rural in nature and there are no pedestrian and bicycle facilities with the exception of sidewalks along recently developed properties where half street improvements have been completed. There are sidewalks present in the commercial areas of Star. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Existing Conditions Kittelson & Associates Page 38 TRANSIT FACILITIES Valley Regional Transit (VRT) is a public transportation service provider that provides fixed route buses and paratransit services within Ada and Canyon County. VRT’s central bus station is located downtown Boise and provides county and intercounty connections within the Treasure Valley. There are no bus routes servicing the immediate vicinity of the site. There are future plans to provide commuter bus services along SH 44 but those are not funded at this time. EXISTING TRAFFIC OPERATIONS Peak hour turning movement counts were collected for the project in July 2022 during AM peak (7:00 AM – 9:00 AM) and PM peak (4:00 PM – 6:00 PM) periods. Appendix C includes the weekday AM and PM period counts utilized at each of the study intersections. WEEKDAY AM AND PM PEAK HOUR INTERSECTION OPERATIONS Existing peak hour traffic operations were analyzed for a typical mid-weekday AM peak period and PM peak period. Individual peak hours for each intersection were used to provide a conservative analysis per ACHD Policy Manual. Per ACHD Policy Manual, peak hour factor adjustments were input for each intersection by approach for the existing conditions analysis. This is not consistent with HCM procedures (which outlines one peak hour factor for the overall intersection) but is outlined in the ACHD policy manual for existing conditions analysis. Inputting peak hour factors by approach models a scenario that does not actually occur in the field and, as such, the existing conditions analysis may reflect operations than are worse than occurs on the system today. Table 3 presents the traffic operation results for each intersection and its corresponding lane groups during existing weekday AM and PM peak periods. Figures 4A and 4B present lane configurations, traffic control devices and the AM and PM peak hour traffic volumes at each of the study intersections. Appendix D includes the year 2022 existing conditions worksheets. Table 3. Year 2022 Existing Intersection Operations No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 1 Purple Sage Road & Can Ada Road TWSC - - - NBL 0.02 A 7.3 0.07 A 7.4 EBLR 0.08 A 8.6 0.05 A 8.4 2 Deep Canyon Drive & Aerie Way Potential Future Intersection 3 Aerie Way & SH 16 Future Intersection 4 Deep Canyon Drive & SH 16 TWSC - - - NBL 0.03 A 9.8 0.05 A 8.4 EBLR 0.15 C 17.5 0.07 B 12.0 5 Lanktree Gulch Road & Can Ada Road TWSC - - - WBLR 0.02 A 9.2 0.04 A 9.4 SBL 0.01 A 7.3 0.01 A 7.5 6 Lanktree Gulch Road & Wing Road Potential Future Intersection 7 New Hope Road & Can Ada Road AWSC - A/A 7.8/8. 2 0.07 A 7.7 0.09 A 7.8 EBLTR 0.06 A 7.5 0.04 A 7.6 0.06 A 8.5 0.21 A 8.4 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Existing Conditions Kittelson & Associates Page 39 0.12 A 7.8 0.12 A 8.2 8 Beacon Light Road & Wing Road TWSC - - - NBT 0.01 A 7.4 0.02 A 7.9 SBLT 0.06 A 9.9 0.07 B 11.0 9 Beacon Light Road & Pollard Road TWSC - - - 0.08 B 10.1 0.47 C 18.0 EBL 0.01 A 7.5 0.01 A 7.8 WBL 0.02 A 7.7 0.05 A 7.5 0.13 B 11.6 0.10 B 14.7 10 Beacon Light Road & SH 16 Traffic Signal 0.68/0 .72 C/C 29.6/3 2.8 EBL 0.05 D 40.2 0.14 D 39.3 EBT 0.45 D 45.1 0.20 D 43.1 EBR 0.08 D 41.4 0.03 D 41.7 WBL 0.23 C 32.1 0.25 D 35.1 WBT 0.14 D 37.3 0.66 D 48.8 WBR 0.03 D 36.2 0.39 D 42.6 NBL 0.25 B 19.3 0.20 B 14.0 NBT 0.37 C 23.6 0.81 C 33.8 NBR 0.09 C 20.3 0.04 B 17.1 SBL 0.32 B 13.6 0.26 B 18.2 SBT 0.81 C 33.4 0.44 C 22.5 SBR 0.01 B 16.7 0.02 B 17.7 11 Beacon Light Road & Palmer Lane TWSC - - - NBLR 0.05 B 11.7 0.07 B 13.5 WBL 0.01 A 8.1 0.01 A 7.5 12 Floating Feather Road & Can Ada Road Future Intersection 13 Floating Feather Road & Star Road TWSC - - - NBL 0.15 B 13.2 0.25 C 18.1 NBR 0.11 A 9.4 0.11 A 9.2 WBL 0.10 A 7.9 0.16 A 7.9 14 Floating Feather Road & Plummer Road TWSC - - - NBLR 0.11 B 10.0 0.32 B 13.2 WBL 0.01 A 7.7 0.03 A 7.7 15 Floating Feather Road & Pollard Road TWSC - - - WBLR 0.10 A 9.7 0.15 B 10.3 SBL 0.02 A 7.5 0.01 A 7.4 16 Floating Feather Road & Palmer Lane TWSC - - - NBL 0.06 A 7.4 0.06 A 7.4 EBLR 0.11 A 8.9 0.04 A 8.5 17 SH 44 & Can Ada Road TWSC - - - EBL 0.03 A 8.4 0.05 A 9.6 SBLR 0.30 C 20.0 0.55 F 50.7 18 SH 44 & Star Road Traffic Signal 0.63/ 0.79 C/ D 31.0/ 35.8 EBL 0.10 B 17.1 0.38 C 22.9 EBT 0.55 C 29.2 0.54 C 31.7 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Existing Conditions Kittelson & Associates Page 40 EBR 0.31 C 22.2 0.24 C 26.0 WBL 0.28 B 14.6 0.30 B 19.2 WBT 0.35 B 20.0 0.77 D 36.7 WBR 0.13 B 17.1 0.05 C 22.2 NBL 0.69 D 43.3 0.83 D 49.6 NBT 0.31 D 43.3 0.46 D 40.7 NBR 0.35 D 6.6 0.06 D 36.1 SBL 0.33 D 36.6 0.24 C 34.9 SBTR 0.89 E 70.6 0.65 D 54.7 19 SH 44 & Plummer Road Traffic Signal 0.69/ 0.71 B/ B 15.6/ 16.1 EBL 0.04 A 8.7 0.15 B 11.4 EBT 0.78 B 16.1 0.55 B 12.6 EBR 0.03 A 9.0 0.05 A 8.8 WBL 0.12 B 10.8 0.13 A 8.6 WBT 0.42 B 10.9 0.79 B 16.1 WBR 0.10 A 8.8 0.21 A 9.4 NBL 0.06 B 18.6 .014 C 23.4 NBT 0.02 B 18.3 0.14 C 23.1 NBR 0.15 B 19.0 0.24 C 23.7 0.60 C 23.2 0.62 C 28.3 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As Table 3 shows, all study intersections operate acceptably during the year 2022 existing weekday AM and PM peak hours. The following intersections operate acceptably during year 2022 existing conditions but have one or more lane groups operating at LOS D or worse and require a signal warrant analysis: 17. SH 44 & Can Ada Road ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig4A_Ex_AM Year 2022 Existing Traffic Volumes Weekday AM Peak Hour Ada County, Idaho 4A Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 24 3 2 1 2 61 2 11 32 26 9 6 1 150 2 15 50 29 29 6 1 62 8 1 17 247 664 1 2 46 2 22 26 42 38 4 4 26 6 26 5 4 34 23 74 121 15 34 26 7 48 183 15 30 17 588 19 33 316 63 64 89 69 83 113 28 165 101 93 116 214 41 45 411 205 85 246 85 46 38 35 636 266 29 5 7 358 7 5 99 73 17 18 1 3 92 50 218 113 153 552 4 8 93 86 50 32 36 52 43 25 29 34 28 249 665 24 9 3 4 64 84 3 125 31 5 40 15 ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig4B_Ex_PM Year 2022 Existing Traffic Volumes Weekday PM Peak Hour Ada County, Idaho 4B Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 79 10 1 2 3 45 71 50 36 14 7 2 2 71 3 61 216 47 92 17 1 42 12 7 51 826 378 1 1 34 10 34 17 30 35 6 3 11 2 29 39 44 135 25 62 92 34 145 40 41 56 118 29 35 39 433 32 60 710 162 88 109 45 68 218 83 248 193 78 70 150 71 93 370 212 109 533 66 54 26 33 504 678 49 21 4 155 7 2 471 86 24 3 1 1 27 92 614 59 62 319 27 26 48 46 64 184 225 50 25 8 73 99 9 827 379 17 26 9 9 82 80 21 52 23 10 181 41 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Existing Conditions Kittelson & Associates Page 43 EXISTING CONDITIONS MITIGATION This section highlights the mitigations needed to address each of the intersections not meeting traffic operation standards under the year 2022 existing traffic conditions. Appendix E contains the year 2022 mitigated existing traffic operational worksheets including findings from the signal warrant analysis. 17. SH 44 / Can Ada Road The SH 44 / Can Ada Road intersection operates acceptably under existing conditions during the weekday AM and PM peak hour, however the critical movement at the intersection is operating at LOS F in the weekday PM peak hour. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. The intersection meets the 4-hour and peak hour traffic signal volume warrants, but not the 8-hour signal volume warrant under existing conditions. This intersection is in the Canyon Highway District 4 Capital Improvements Program (Mid-Star CIP) as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan (Reference 10) shows this intersection as a future RCUT with SH 44 widened to 4 lanes. EXISTING CONDITIONS ROADWAY SEGMENT ANALYSIS Peak hour roadway segment volumes were collected at the study intersections and roadway segments in June 2022. The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the existing study roadway segments are summarized in Table 4. Appendix F includes the 48-hour segment counts utilized on each of the study roadway segments. Table 4. Year 2022 Existing Roadway Segment Operations Roadway Segment Classification1 Travel Lanes2 ADT ACHD Peak Hour Std. Volume (One-Way) Weekday AM Peak Hour Weekday PM Peak Hour One-Way Volume/ Direction Meets Std. One-Way Volume/ Direction Meets Std. Deep Canyon Drive Purple Sage to Can Ada Local 2 170 None 10 (NB) Yes 10 (SB) Yes Can Ada to Aerie Way 345 25 (EB) Yes 25 (WB) Yes Aerie Way to SH 16 1,380 50 ( EB) Yes 50 (WB) Yes Aerie Way Deep Canyon to SH 16 Not Constructed for this Scenario Lanktree Gulch Road Can Ada to Wing Local 2 500 None 10 (WB) Yes 20 (WB) Yes Purple Sage Road Blessinger to Can Ada Collector 2 1,420 D / 340 (CHD4) 65 (EB) Yes 80 (WB) Yes Can Ada Road Deep Canyon to Purple Sage Local 2 175 None 5 NB) Yes 15 (NB) Yes Purple Sage to Lanktree Gulch Collector 1,490 D / 425 65 (SB) Yes 100 (NB) Yes Lanktree Gulch to New Hope 1,860 70 (SB) Yes 110 (NB) Yes New Hope to Floating Feather Minor Arterial 2,140 E / 575 85 (SB) Yes 80 (NB) Yes Floating Feather to SH 44 2,835 85 (SB) Yes 80 (NB) Yes Wing Road Lanktree Gulch to Beacon Light Local 2 1,020 None 35 (NB) Yes 55 (SB) Yes New Hope Road Can Ada to Wing Minor Arterial 2 2,150 E / 575 95 (EB) Yes 110 (WB) Yes Beacon Light Road Wing to Pollard Minor Arterial 2 3,270 E / 575 155 (EB) Yes 290 (WB) Yes Pollard to SH 16 4,825 210 (EB) Yes 325 (WB) Yes SH 16 to Palmer 6,370 365 (EB) Yes 490 (WB) Yes Palmer to Linder 6,220 365 (EB) Yes 475 (WB) Yes Pollard Road Beacon Light to Floating Feather Collector 2 1,390 D / 425 80 (NB) Yes 155 (NB) Yes Can Ada to Star Not Constructed for this Scenario ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Existing Conditions Kittelson & Associates Page 44 Floating Feather Road Star to Plummer Minor Arterial 2 5,005 E / 575 195 (EB) Yes 300 (WB) Yes Plummer to Pollard 2,585 95 (EB) Yes 180 (WB) Yes Pollard to SH 16 1,495 70 (EB) Yes 110 (WB) Yes SH 16 to Palmer 1,630 95 (EB) Yes 85 (WB) Yes Star Road Floating Feather to SH 44 Collector 2/3 9,685 D / 425 370 (SB) Yes 350 (NB) Yes SH 44 to Joplin Minor Arterial 2/3 12,975 E / 575 505 (SB) Yes 520 (NB) Yes Plummer Road Floating Feather to SH 44 Collector 2 5,380 D / 425 230 (SB) Yes 240 (NB) Yes 1Per COMPASS 2040 Functional Street Classification Map (Reference 9) 2Travel lanes include the total number of lanes across the roadway’s respective cross section As shown in Table 4, all the roadway segments meet ACHD roadway segment LOS thresholds under 2022 existing conditions in the weekday AM and PM peak hours. CRASH HISTORY Crash data for the 2030 phase 1 study intersections and roadways was provided by ITD for the previous five years on record (2017-2021). This data was used to evaluate and document any potential crash trends occurring at the study intersections and along study roadways. The full buildout study area was not analyzed for crash trends because of the 2045 timeframe and expected changes in traffic which will likely impact the crash trends compared to existing conditions. Appendix G contains the crash data reports provided by ITD. Table 5 presents the number of crashes, by crash type and severity, at each 2030 phase 1 study intersection. Table 5. Study Intersection Crash Type and Severity Summary, 2017-2021 No. Intersection Crash Type Total Severity Crash Rate (Crashes/ MEV) Rear- End Turning Fixed Object Angle Other PDO Injury Fatality 1 Can Ada Road / Purple Sage Road - - - - - 0 - - - 0 4 Deep Canyon Drive / SH 16 - - - - - 0 - - - 0 5 Can Ada Road / Lanktree Gulch Road - - - - - 0 - - - 0 7 Can Ada Road / New Hope Road - - 1 - - 1 1 - - 0.29 17 Can Ada Road / SH 44 2 3 - 1 1 7 4 3 - 0.21 Table 6 presents the number of crashes, by crash type and severity, at each 2030 phase 1 study roadway segment. Table 6. Roadway Segment Crash Type and Severity Summary, 2017-2021 Roadway Crash Type Total Severity Crash Rate (Crashes/ MEV) Rear- End Fixed Object Turning Head- On Animal Overturn PDO Injury Fatality Purple Sage Road – Blessinger to Can Ada - - - - - - 0 - - - 0 Deep Canyon Drive – Purple Sage to SH 16 - - - 1 - 2 3 2 1 - 0.34 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Existing Conditions Kittelson & Associates Page 45 Lanktree Gulch Road – Can Ada to High Country - - - - - 1 1 - 1 - 0.63 Can Ada Road – Purple Sage to Lanktree Gulch - - - - - - 0 - - - 0 Can Ada Road – Lanktree Gulch to New Hope - 1 - - - - 1 - 1 - 0.31 Can Ada Road – New Hope to SH 44 1 - 1 - - 1 3 1 2 - 0.35 Beacon Light Road – SH 16 to Palmer - - - - 1 1 2 1 1 - 0.40 As shown in Tables 5 and 6, based on the most recent 5 years of available crash data, no intersection or segment in the 2030 phase 1 study area shows crash trends or high crash rates. ---PAGE BREAK--- Transportation Impact Analysis ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 47 TRANSPORTATION IMPACT ANALYSIS The transportation impact analysis identifies how the study area’s transportation system will operate in the study years that were identified for phase 1 and full buildout of the proposed development. An evaluation of the impact of traffic generated by the proposed project during the typical weekday AM and PM peak hours as follows:  Transportation improvements planned in the site vicinity were identified.  Background conditions were developed by applying a percent annual compounded growth rate on roadways. These growth rates account for anticipated regional growth in the site vicinity from 2022-2030 and 2031-2045.  Background weekday AM and PM peak hour traffic conditions for build-out year 2030 were analyzed at each of the study intersections.  Background weekday AM and PM peak hour traffic conditions for build-out year 2045 were analyzed at each of the study intersections.  Background weekday AM and PM peak hour traffic conditions for build-out year 2045 with select roadway improvements were analyzed at each of the study intersections.  Site-generated trips were estimated for phase 1 and full buildout of the site.  Site trip distribution patterns for phase 1 and full buildout were estimated for the site-generated trips based on the existing traffic patterns, the major trip origins and destinations in the area, and COMPASS modeling.  The phase 1 year 2030 total traffic conditions were analyzed at each of the study intersections and site-access points during the weekday AM and PM peak hours.  The full buildout year 2045 total traffic conditions were analyzed at each of the study intersections and site-access points during the weekday AM and PM peak hours.  The full buildout year 2045 total traffic conditions with select roadway improvements were analyzed at each of the study intersections and site-access points during the weekday AM and PM peak hours.  On-site circulation issues and site-access operations were evaluated. PLANNED INTERSECTION AND ROADWAY IMPROVEMENTS Based on a review of ACHD’s Integrated Five Year Work Plan (IFYWP, Reference 11), ACHD’s Capital Improvement Plan (ACHD CIP, Reference CHD4’s Capital Improvement Plan (Mid-Star CIP, Reference 12), and ITD’s Statewide Transportation Improvement Program (ITIP, Reference 13), the following improvements are planned in the study area: ACHD’s Integrated Five Year Work Plan (IFYWP) No projects in study area ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 48 ACHD’s Capital Improvement Plan (ACHD CIP)  2026-2030 o IN2020-83: SH 44 / Star Road. Replace/modify signal. Reconstruct/widen approaches.  2031-2035 o RD2020-121: Star Road (US 20/26 to SH 44). Reconstruct/widen to 5 lanes.  2036-2040 o RD2020-7: Beacon Light Road Extension (Munger Road to Pollard Road). New Road. Construct new 3-lane roadway. o RD2020-8: Beacon Light Road (Pollard Road to SH 16). Reconstruct/widen to 3-lanes. o RD2020-9: Beacon Light Road (SH 16 to Palmer Lane). Reconstruct/widen to 3-lanes. o RD2020-51: Floating Feather Road Extension (Can Ada Road to Star Road). New Road. Construct new 3-lane roadway. o RD2020-52: Floating Feather Road (Star Road to Plummer Road). Reconstruct/widen to 3-lanes. o RD2020-53: Floating Feather Road Realignment. (Plummer Road to SH 16). New Road. Construct new 3-lane roadway. o RD2020-54: Floating Feather Road Realignment. (SH 16 to Palmer Lane). New Road. Construct new 3-lane roadway. o RD2020-107: New Hope Road (Can Ada Road to Munger Road). Reconstruct/widen to 3-lanes. o IN2020-71: New Hope Road / Munger Road. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. o IN2020-17: Beacon Light Road / Pollard Road. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. o IN2020-13: Beacon Light Road / SH 16. Replace/modify signal. Reconstruct/widen approaches. o IN2020-15: Beacon Light Road / Palmer Lane. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. o IN2020-40: Floating Feather Road / Palmer Lane. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. o IN2020-42: Floating Feather Road / Plummer Road. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. o IN2020-43: Floating Feather Road / Star Road. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 49 CHD4’s Capital Improvements Plan (Mid-Star CIP)  2020-2025 o I-26: SH 44 / Can Ada Road. Install Traffic Signal  2025-2030 o Can Ada Road / Foothill Road. Add Single-Lane Roundabout. o R-10. Can Ada Road (SH 44 to Willis Road). Add left turn lanes at intersections.  2030-2035 o R-11. Can Ada Road (Willis Road to Purple Sage Road). Add left turn lanes at intersections. o R-14 Willis Road (Blessinger Road to Can Ada Road). Construct new two lane roadway.  2035-2040 o R-7: Purple Sage Road (Kingsbury Road to Can Ada Road). Add left turn lanes at intersections. o R-13. Blessinger Road (Willis Road to Purple Sage Road). Construct new two lane roadway with left turn lanes at intersections. ITD’s Statewide Transportation Improvement Program (STIP) There are currently no projects in the STIP within the study area. ITD’s draft State Highway 44 Corridor Plan includes planned improvements on SH 44 at the south end of the study area. SH 44 is planned to have traffic signals at SH 16, Star Road, and Plummer Road and an RCUT intersection at Can Ada Road. These projects are currently unfunded. ITD Plans to connect SH16 to I-84. This project is under design and was assumed as in place for the purpose of 2045 traffic patterns in this study. The portion of SH 16 north of SH 44 will likely see improvements in the timeframe of this study, but the details of which are still being determined by an ITD Corridor Plan for SH 16. City of Star Projects The City of Star is currently leading a project that will widen SH 44 between Star Road and Can Ada Road. Construction is expected to begin in 2023. Project Specific Improvements The developer of the Willow Brook Golf Community has identified key roadway improvements that would increase connections in the area and provide traffic relief to some existing roadways. The proposed improvements include:  Can Ada Road (Purple Sage Road to New Hope Road): Roadway improvements.  Wing Road (Lanktree Gulch Road to Beacon Light Road): New road constructed.  Aerie Way (Deep Canyon Drive to SH 16). New road constructed. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 50 Background Roadway Improvements Timing and Assumptions For the purpose of this traffic study, the existing roadway network was analyzed for background traffic scenarios. No ITD, ACHD IFYWP, ACHD CIP, or project specific roadway improvements that were identified above were assumed as in place for base scenarios of analysis. Roadway and intersection improvements identified in these documents will be used as a starting point for mitigating any intersections or roadway segments that do not fall within agency standards. However, to address the impacts of traffic pattern changes related to new potential connections, an additional scenario was analyzed for this study. The Year 2045 Background and Total Traffic (with Select Roadway Improvements) Conditions assumes the following new connections were added to the existing roadway network: • Floating Feather Road constructed between Munger Road and Can Ada Road • Floating Feather Road realignment constructed between Pollard Road and Palmer Lane • Wing Road extension constructed between Beacon Light Road and Lanktree Gulch Road • Aerie Way constructed between SH 16 and Deep Canyon Drive. The lane configuration for Aerie Way / SH 16 that was assumed in this study is shown in Figure 5. This is consistent with the lane configuration developed in the TIS for the Spring Valley Development. BACKGROUND GROWTH Due to the build-out timeline and large study area, growth of traffic in the area was calculated using growth rates by roadway. Table 7 shows the annually compounded growth rates that were gathered from the COMPASS model for growth from 2022-2030 and 2031-2045. These rates were applied directly to existing traffic volumes to arrive at background traffic volumes for year 2030 and year 2045. Appendix H contains the email discussions with ACHD regarding the proposed growth rates, including their approval of this methodology for estimating traffic growth. Table 7 Annually Compounded Growth Rates Proposed Growth Rates Roadway 2022-2030 2031-2045 Deep Canyon Drive 2% 2% Purple Sage Road 8% 4% Lanktree Gulch Road 5% 9% New Hope Road 6% 2% Beacon Light Road 9% 2% Wing Road 9% 2% Floating Feather Road 7% 3% Can Ada Road 8% 4% Star Road 2% 2% Plummer Road 11% 1% Pollard Road 18% 1% Palmer Lane 17% 3% SH 44 5% 1% SH 16 4% 1% ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 51 The growth derived from the COMPASS model include general growth in the area, so traffic from individual in-process developments was not included in this study. Appendix I contains the most recent select zone analysis provided by COMPASS which was used to develop these proposed growth rates. ---PAGE BREAK--- H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig5_Aerie Way Config SH 16 / Aerie Way Future Lane Configuration Ada County, Idaho 5 Willow Brook Golf Community TIS January 2023 Figure - Study Intersections Aerie Way 3A 3B 3C 3D Aerie Way SH 16 # N ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 53 YEAR 2030 BACKGROUND TRAFFIC CONDITIONS The year 2030 background traffic analysis identifies how the study area’s transportation system will operate in the future year 2030 without phase 1 of the proposed Willow Brook Golf Community in place. This analysis includes traffic attributed to planned developments within the study area and to general growth in the region but does not include traffic from the proposed development. YEAR 2030 BACKGROUND TRAFFIC VOLUMES Year 2030 background traffic volumes reflect existing traffic counts plus eight years of general growth as described in Table 8 of the background growth section. These volumes represent background traffic during the year when phase 1 of the Willow Brook Golf Community is expected to be completed but does not include the site generated traffic. Per the ACHD Policy Manual, intersections with an existing peak hour factor of less than 0.90 were adjusted to 0.90 in the future year analysis to account for the likely increase in traffic throughout the entire peak hour in the future. YEAR 2030 BACKGROUND INTERSECTION OPERATIONS Table 8 presents the traffic operations results for each study intersection and its lane groups under year 2030 background conditions during the weekday AM and PM peak hours. Figures 6A and 6B present the lane configurations, traffic control devices, and the weekday AM and PM 2030 background traffic volumes at each of the study intersections. Appendix J includes the year 2030 background conditions worksheets. Table 8. Year 2030 Background Intersection Operations No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 1 Purple Sage Road & Can Ada Road TWSC - - - NBL 0.03 A 7.3 0.10 A 7.5 EBLTR 0.12 A 8.8 0.10 A 8.9 4 Deep Canyon Drive & SH 16 TWSC - - - NBL 0.04 B 10.4 0.08 A 8.9 EBLR 0.22 C 21.3 0.10 B 13.9 5 Lanktree Gulch Road & Can Ada Road TWSC - - - WBLR 0.02 A 9.5 0.04 B 10.1 SBL 0.01 A 7.3 0.01 A 7.7 7 New Hope Road & Can Ada Road AWSC - 0.12 A 8.1 0.16 A 8.3 EBLTR 0.08 A 7.9 0.04 A 8.0 0.09 A 9.0 0.25 A 9.0 0.20 A 8.5 0.19 A 8.8 17 SH 44 & Can Ada Road TWSC - - - EBL 0.06 A 9.0 0.09 B 12.0 SBLR 0.95 F 108.6 >1.50 F >300.0 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As Table 8 shows, all study intersections operate acceptably during the year 2030 background conditions weekday AM and PM peak hours except for: 17. SH 44 & Can Ada Road ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig6A_2030BG_AM Year 2030 Background AM Weekday AM Peak Hour Ada County, Idaho 6A Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 44 6 4 0 4 113 54 11 2 115 12 1 23 338 909 1 2 54 4 41 48 78 70 7 6 41 10 41 8 6 85 70 52 940 393 43 Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario 28 12 - 2030 BACKGROUND CONDITIONS STUDY INTERSECTION ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig6B_2030BG_PM Year 2030 Background PM Weekday PM Peak Hour Ada County, Idaho 6B Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N 146 19 2 4 6 83 170 31 2 78 18 10 70 1130 517 1 1 40 19 63 31 56 65 11 5 18 3 46 62 70 100 48 49 745 1002 72 Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario 21 36 - STOP SIGN - TRAFFIC SIGNAL - 2030 BACKGROUND CONDITIONS STUDY INTERSECTION ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 56 YEAR 2030 BACKGROUND CONDITIONS MITIGATION This section highlights the mitigations needed to address each of the intersections not meeting traffic operation standards under the year 2030 background traffic conditions. Appendix K contains the year 2030 mitigated background traffic operational worksheets including findings from the signal warrant analysis. 17. SH 44 / Can Ada Road The minor street approach of the SH 44 / Can Ada Road intersection operates over capacity and at LOS F under 2030 background conditions during the weekday AM and PM peak hours. The intersection meets the 4-hour and peak hour traffic signal volume warrants under existing conditions and meets the 8-hour traffic signal volume warrant under 2030 background conditions. This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023, which will not improve operations on the southbound approach of Can Ada Road. Table 9 shows how the intersection operates as a traffic signal with left turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2030 background conditions. Table 9 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2030 Background Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 17 SH 44 & Can Ada Road Traffic Signal 0.82/ 0.84 A/ B 8.6/ 12.8 EBL 0.11 A 4.3 0.20 B 13.6 EBT 0.84 A 7.9 0.58 A 3.6 WBT 0.46 A 7.0 0.90 B 17.3 WBR 0.06 A 5.2 0.08 A 4.2 SBL 0.45 B 19.5 0.66 C 34.4 SBR 0.47 C 20.0 0.39 C 30.8 RCUT - - - EBL 0.05 A 8.5 0.08 B 11.2 SBR 0.21 B 10.7 0.32 C 15.8 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 9, the intersection operates within ACHD and ITD standards as a traffic signal with turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2030 background conditions. YEAR 2030 BACKGROUND CONDITIONS ROADWAY SEGMENT ANALYSIS Peak hour roadway segment volumes were based on the traffic count data collected at the study intersections. The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the 2030 background conditions study roadway segments are summarized in Table 10. Table 10. Year 2030 Background Roadway Segment Operations Roadway Segment Classification1 Travel Lanes2 ADT ACHD Peak Hour Std. Volume (One-Way) Weekday AM Peak Hour Weekday PM Peak Hour One-Way Volume/ Direction Meets Std. One- Way Volume/ Direction Meets Std. Deep Canyon Drive Purple Sage to Can Ada Local 2 200 None 15 (NB) Yes 15 (SB) Yes Can Ada to Aerie 405 30 ( EB) Yes 30 (WB) Yes Aerie to AH 16 1,615 55 ( EB) Yes 70 (WB) Yes ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 57 Lanktree Gulch Road Can Ada to Wing Local 2 740 None 15 (WB) Yes 35 (EB) Yes Purple Sage Road Blessinger to Can Ada Collector 2 2,630 D / 340 (CHD4) 115 (EB) Yes 150 (WB) Yes Can Ada Road Deep Canyon to Purple Sage Local 2 330 None 10 (NB) Yes 25 (NB) Yes Purple Sage to Lanktree Gulch Collector 2,760 D / 425 115 (SB) Yes 180 (NB) Yes Lanktree Gulch to New Hope 3,445 155 (SB) Yes 200 (NB) Yes New Hope to Floating Feather Minor Arterial 3,960 E / 575 155 (SB) Yes 150 (SB) Yes Floating Feather to SH 44 5,245 155 (SB) Yes 150 (SB) Yes Beacon Light Road SH 16 to Palmer Minor Arterial 2 12,695 E / 575 725 (EB) No 1,010 (WB) No 1Per COMPASS 2040 Functional Street Classification Map (Reference 9) 2Travel lanes include the total number of lanes across the roadway’s respective cross section As shown in Table 10, the roadway segments meet ACHD roadway segment LOS thresholds under 2030 background conditions weekday AM and PM peak hours except for: • Beacon Light Road (SH 16 to Palmer) – AM and PM Peak Hours YEAR 2030 BACKGROUND CONDITIONS ROADWAY SEGMENT MITIGATION Beacon Light Road (SH 16 to Palmer) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2030 background conditions in the AM and PM peak hours. The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2030 background traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 58 YEAR 2045 BACKGROUND TRAFFIC CONDITIONS The year 2045 background traffic analysis identifies how the study area’s transportation system will operate in the future year without the proposed Willow Brook Golf Community in place. This analysis includes traffic attributed to planned developments within the study area and to general growth in the region but does not include traffic from the proposed development. YEAR 2045 BACKGROUND TRAFFIC VOLUMES Year 2045 background traffic volumes reflect existing traffic counts plus 23 years of general growth as described in Table 7 of the background growth section. These volumes represent background traffic during the year when the Willow Brook Golf Community is expected to be completed but does not include the site generated traffic. Per the ACHD Policy Manual, intersections with an existing peak hour factor of less than 0.90 were adjusted to 0.90 in the future year analysis to account for the likely increase in traffic throughout the entire peak hour in the future. YEAR 2045 BACKGROUND INTERSECTION OPERATIONS Table 11 presents the traffic operations results for each study intersection and its lane groups under year 2045 background conditions during the weekday AM and PM peak hours. Figures 7A and 7B present the lane configurations, traffic control devices, and the weekday AM and PM 2045 background traffic volumes at each of the study intersections. Appendix L includes the year 2045 background conditions worksheets. Table 11. Year 2045 Background Intersection Operations No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 1 Purple Sage Road & Can Ada Road TWSC - - - NBL 0.06 A 7.4 0.18 A 7.7 EBLR 0.22 A 9.3 0.19 A 9.6 2 Deep Canyon Drive & Aerie Way Not constructed for this scenario. Intersection is analyzed in the 2045 Background (With Select Roadway Improvements) Conditions scenario 3 Aerie Way & SH 16 Not constructed for this scenario. Intersection is analyzed in the 2045 Background (With Select Roadway Improvements) Conditions scenario 4 Deep Canyon Drive & SH 16 TWSC - - - NBL 0.06 B 11.3 0.11 A 9.4 EBLR 0.38 D 30.5 0.24 C 23.7 5 Lanktree Gulch Road & Can Ada Road TWSC - - - WBLR 0.03 B 10.5 0.07 B 11.9 SBL 0.01 A 7.4 0.01 A 8.1 6 Lanktree Gulch Road & Wing Road Not constructed for this scenario. Intersection is analyzed in the 2045 Background (With Select Roadway Improvements) Conditions scenario 7 New Hope Road & Can Ada Road AWSC - A/ B 9.9/ 10.8 0.24 A 9.3 0.31 B 10.2 EBLTR 0.12 A 8.8 0.06 A 8.9 0.13 A 10 0.38 B 11.2 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 59 0.38 B 10.5 0.37 B 11.1 8 Beacon Light Road & Wing Road TWSC - - - NBT 0.01 A 7.5 0.07 A 9.1 SBLT 0.02 A 9.0 0.06 B 12.6 9 Beacon Light Road & Pollard Road TWSC - - - 0.46 C 19.1 >1.50 F >300.0 EBL 0.01 A 7.7 0.01 A 9.3 WBL 0.04 A 8.5 0.13 A 8.1 0.82 F 63.4 >1.50 F >300.0 10 Beacon Light Road & SH 16 Traffic Signal 1.08/ 1.15 E/ E 69.4/ 107.0 EBL 0.10 D 51.2 0.62 D 53.6 EBT 0.97 F 107.3 0.31 D 45.5 EBR 1.05 F 135.2 0.34 D 46.0 WBL 1.14 F 180.7 0.45 D 39.8 WBT 0.38 D 54.4 0.97 F 83.4 WBR 0.39 D 54.5 1.39 F 241.3 NBL 0.84 E 75.8 0.43 C 24.4 NBT 0.44 C 25.6 1.18 F 131.7 NBR 0.27 C 23.0 0.14 C 21.4 SBL 0.54 B 17.9 0.93 F 99.1 SBT 1.02 F 68.8 0.65 C 32.9 SBR 0.01 B 15.5 0.06 C 22.7 11 Beacon Light Road & Palmer Lane TWSC - - - NBLR 0.46 E 45.7 1.43 F >300.0 WBL 0.04 B 10.8 0.01 A 8.2 12 Floating Feather Road & Can Ada Road Not constructed for this scenario. Intersection is analyzed in the 2045 Background (With Select Roadway Improvements) Conditions scenario 13 Floating Feather Road & Star Road TWSC - - - NBL 0.68 F 62.9 >1.50 F >300.0 NBR 0.25 B 11.5 0.23 B 10.8 WBL 0.31 A 9.7 0.52 B 11.1 14 Floating Feather Road & Plummer Road TWSC - - - NBLR 0.31 C 15.0 >1.50 F >300.0 WBL 0.04 A 8.8 0.09 A 8.6 15 Floating Feather Road & Pollard Road TWSC - - - WBLR 0.40 C 18.3 0.97 F 75.5 SBL 0.11 A 8.6 0.04 A 8.2 16 Floating Feather Road & Palmer Lane TWSC - - - NBL 0.30 A 8.5 0.32 A 8.3 EBLR 0.36 B 12.1 0.10 A 9.8 17 SH 44 & Can Ada Road TWSC - - - EBL 0.11 A 9.6 0.19 A 14.2 SBLR >1.50 F >300.0 >1.50 F >300.0 18 SH 44 & Star Road Traffic Signal 1.10/1.18 E/F 62.6/80.2 EBL 0.24 C 23.8 1.25 F 192.5 EBT 1.03 F 80.8 0.81 D 44.3 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 60 EBR 0.59 D 35.1 0.55 C 33.1 WBL 0.93 F 87.7 0.84 D 52.7 WBT 0.58 C 28.9 1.14 F 115.4 WBR 0.13 C 22.0 0.16 C 23.3 NBL 1.12 F 135.2 1.23 F 171.6 NBT 0.38 D 43.0 0.62 D 47.6 NBR 0.42 D 43.7 0.29 D 41.5 SBL 0.51 D 40.0 0.42 D 46.9 SBTR 1.12 F 136.8 1.23 F 189.6 19 SH 44 & Plummer Road Traffic Signal 1.25/ 1.31 F/ F 110.1/ 119.4 EBL 0.11 C 22.1 0.69 D 52.4 EBT 1.24 F 158.5 0.80 C 32.6 EBR 0.05 B 19.7 0.07 B 16.1 WBL 0.59 D 38.4 0.46 C 26.4 WBT 0.66 C 29.9 1.31 F 181.1 WBR 0.15 C 20.4 0.35 B 19.3 NBL 0.08 C 30.0 0.28 D 40.1 NBT 0.02 C 29.2 0.21 D 38.6 NBR 0.15 C 30.8 0.35 D 40.6 1.19 F 151.5 1.40 F 254.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As Table 11 shows, all study intersections operate acceptably during the year 2045 background weekday AM and PM peak hours except for: 9. Beacon Light Road & Pollard Road 10. Beacon Light Road & SH 16 11. Beacon Light Road & Palmer Lane 13. Floating Feather Road & Star Road 14. Floating Feather Road & Plummer Road 17. SH 44 & Can Ada Road 18. SH 44 & Star Road 19. SH 44 & Plummer Road The following intersections operate acceptably during year 2045 background conditions but have one or more lane groups operating at LOS D or worse and require a signal warrant analysis: 4. Deep Canyon Drive & SH 16 15. Floating Feather Road & Pollard Road ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig7A_2045BG_NB_AM Year 2045 Background Traffic Volumes Weekday AM Peak Hour Ada County, Idaho 7A Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 405 1062 80 10 7 1 7 203 9 48 140 113 39 26 3 402 5 40 134 78 31 392 1055 2 3 73 7 73 87 140 127 13 9 56 13 56 11 9 91 62 198 324 40 91 101 140 185 222 302 75 153 127 93 1091 456 77 27 38 960 19 24 468 79 346 180 243 877 6 21 249 231 134 86 97 227 188 109 127 91 75 38 17 28 29 170 280 45 12 82 490 40 80 29 1009 33 57 542 108 260 159 147 183 337 65 77 705 352 146 422 86 399 93 98 5 8 246 6 268 83 13 107 40 97 15 2 207 16 2 ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig7B_2045BG_NB_PM Year 2045 Background Traffic Volumes Weekday PM Peak Hour Ada County, Idaho 7B Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 263 33 3 7 10 150 310 218 157 61 31 9 5 190 8 164 579 126 307 42 2 140 24 14 94 1312 601 2 2 54 33 113 57 100 117 20 6 24 4 62 84 94 361 67 166 246 91 388 107 110 150 316 78 94 67 743 55 103 1218 278 139 172 120 182 584 222 391 304 123 110 237 112 160 635 364 187 914 113 180 87 88 865 1163 130 115 22 416 19 5 1263 470 131 16 5 3 72 146 976 94 99 507 43 70 129 123 172 493 603 218 109 35 319 265 24 1319 608 28 48 73 61 218 267 56 139 62 27 485 110 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 63 YEAR 2045 BACKGROUND CONDITIONS MITIGATION This section highlights the mitigations needed to address each of the intersections not meeting traffic operation standards under the year 2045 background traffic conditions. Appendix M contains the year 2045 mitigated background traffic operational worksheets including findings from the signal warrant analysis. Deep Canyon Drive & SH 16 The Deep Canyon Drive / SH 16 intersection operates acceptably under 2045 background conditions during the weekday AM and PM peak hour, however the critical movement at the intersection is operating at LOS D in the weekday AM peak hour. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. The intersection meets the peak hour traffic signal volume warrant, but not the4-hour and 8-hour traffic signal volume warrants under 2045 background conditions. The future configuration of this section of SH 16 is currently being determined by an ITD Corridor Plan. Beacon Light Road & Pollard Road The minor street approaches of the Beacon Light Road / Pollard Road intersection operate over capacity and at LOS F under 2045 background conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036- 2040. This identified improvement does not bring the intersection to within ACHD standards in this scenario. A multi-lane roundabout with two lanes in the eastbound and westbound direction is required to bring the intersection within standards. Table 12 shows how the intersection of Beacon Light Road / Pollard Road operates as a multi-lane roundabout or a traffic signal with left turn lanes and a westbound right turn lane under 2045 background conditions. Table 12 Beacon Light Road / Pollard Road Intersection Mitigation Operations – 2045 Background Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 9 Beacon Light Road / Pollard Road Multi-Lane Roundabout 0.30/ 0.74 A/ B 5.3/ 13.4 0.30 A 8.4 0.74 C 16.4 0.11 A 3.7 0.59 B 13.3 0.18 A 4.9 0.27 B 13.2 EBLTR 0.20 A 5.0 0.10 A 4.2 Traffic Signal with LT lanes and a WB RT lane 0.59/ 0.87 B/ C 18.2/ 25.5 EBL 0.01 B 11.3 0.03 B 18.2 EBTR 0.84 C 22.8 0.38 B 19.0 WBL 0.15 B 11.9 0.34 B 13.3 WBT 0.25 B 11.3 0.87 C 26.5 WBR 0.16 B 10.8 0.22 B 13.9 NBL 0.02 B 15.5 0.61 C 21.4 NBTR 0.72 C 21.7 0.89 D 41.0 SBL 0.34 B 14.2 0.30 C 22.5 SBTR 0.17 B 14.0 0.12 C 23.5 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 12, the intersection operates within ACHD standards as a multi-lane roundabout or a traffic signal with left turn lanes and a westbound right turn lane under 2045 background conditions. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 64 Beacon Light Road & SH 16 The intersection of Beacon Light Road / SH 16 is projected to operate over capacity and at LOS E under 2045 background conditions during the weekday AM and PM peak hour. In addition, several movements/lane groups are projected to operate over capacity and at LOS F during the weekday AM and PM peak hours. The Spring Valley development was conditioned with improvements to this intersection. Table 13 shows how the intersection of Beacon Light Road / SH 16 operates as with the northbound and southbound approaches widened to two through lanes and a westbound right turn overlap phase added under 2045 background conditions. Table 13. Beacon Light Rd / SH 16 Intersection Mitigation Operations – 2045 Background Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 10 Beacon Light Road & SH 16 Traffic Signal 0.77/ 0.87 C/ D 33.4/ 40.8 EBL 0.07 C 31.9 0.36 C 30.2 EBT 0.77 D 43.7 0.21 C 30.7 EBR 0.84 D 49.0 0.23 C 31.0 WBL 0.62 C 34.4 0.34 C 23.8 WBT 0.28 C 31.7 0.71 D 37.4 WBR 0.19 C 21.7 0.89 D 47.9 NBL 0.41 C 26.8 0.44 C 29.9 NBT 0.39 C 30.4 0.88 D 49.7 NBR 0.45 C 32.0 0.19 C 32.2 SBL 0.60 C 21.6 0.58 D 36.9 SBT 0.80 C 33.2 0.48 D 37.1 SBR 0.01 C 20.9 0.09 C 32.1 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 13, the intersection operates within ACHD and ITD standards with the northbound and southbound approaches widened to two through lanes and a westbound right turn overlap phase added under 2045 background conditions. Beacon Light Road & Palmer Lane The minor street approach of the Beacon Light Road / Palmer Lane intersection operates over capacity and at LOS F under 2045 background conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036- 2040. Due to the high eastbound and westbound volumes, the intersection does not operate within standards as a single lane roundabout or a traffic signal with turn lanes. In order to meet standards, Beacon Light Road would need to be widened to two through lanes at the intersection. Table 14 shows how the intersection of Beacon Light Road / Palmer Lane operates as a multi-lane roundabout or a traffic signal with turn lanes and the eastbound and westbound approaches widened to two through lanes under 2045 background conditions. Table 14 Beacon Light Road / Palmer Lane Intersection Mitigation Operations – 2045 Background Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 11 Beacon Light Road / Palmer Lane Multi-Lane Roundabo ut 0.40/ 0.53 A/ A 5.8/ 7.4 NBLR 0.17 B 11.0 0.17 A 6.0 WBLT 0.20 A 4.2 0.53 A 8.7 EBLR 0.40 A 6.3 0.16 A 3.9 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 65 Traffic Signal 0.53/ 0.66 A/ A 6.9/ 6.0 EBT 0.68 A 8.2 0.29 A 6.0 EBR 0.03 A 5.4 0.03 A 5.2 WBL 0.07 A 5.6 0.01 A 4.3 WBT 0.25 A 3.2 0.66 A 5.1 NBL 0.13 B 14.3 0.50 B 15.0 NBR 0.23 B 14.8 0.10 B 12.8 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 14, the intersection operates within ACHD standards as a multi-lane roundabout or a traffic signal with turn lanes and the eastbound and westbound approaches widened to two through lanes under 2045 background conditions. Floating Feather Road & Star Road The minor street approach of the Floating Feather Road / Star Road intersection operates over capacity and at LOS F under 2045 background conditions during the weekday AM and PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. Table 15 shows how the intersection of Floating Feather Road / Star Road operates as a single-lane roundabout or a traffic signal with turn lanes under 2045 background conditions. Table 15 Floating Feather Road / Star Road Intersection Mitigation Operations – 2045 Background Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 13 Floating Feather Road / Star Road Single Lane Roundabout 0.48/ 0.76 A/ B 7.5/ 12.8 NBLR 0.25 A 5.6 0.28 A 5.6 WBTR 0.35 A 6.5 0.76 C 15.9 EBLT 0.48 A 9.6 0.47 B 12.0 Traffic Signal 0.53/ 0.78 B/ B 10.8/ 13.0 EBT 0.47 B 11.9 0.39 B 16.9 EBR 0.66 B 13.7 0.70 C 20.4 EBL 0.51 A 6.8 0.75 A 9.9 EBT 0.08 A 3.4 0.22 A 3.8 NBL 0.39 B 13.6 0.50 B 18.3 NBR 0.60 B 15.5 0.70 C 20.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 15, the intersection operates within ACHD standards as a single lane roundabout or a traffic signal with turn lanes under 2045 background conditions. Floating Feather Road & Plummer Road The minor street approach of the Floating Feather Road / Plummer Road intersection operates over capacity and at LOS F under 2045 background conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. Table 16 shows how the intersection of Floating Feather Road / Plummer Road operates as a single-lane roundabout or a traffic signal with turn lanes under 2045 background conditions. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 66 Table 16 Floating Feather Road / Plummer Road Intersection Mitigation Operations – 2045 Background Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 14 Floating Feather Road / Plummer Road Single Lane Roundabout 0.43/ 0.58 A/ A 6.1/ 8.8 NBLR 0.15 A 4.7 0.42 A 7.5 WBLT 0.12 A 4.1 0.58 B 12.1 EBTR 0.43 A 7.0 0.37 A 6.4 Traffic Signal 0.32/ 0.69 A/ B 9.0/ 11.6 EBT 0.37 A 8.0 0.40 B 12.1 EBR 0.70 B 10.5 0.70 B 14.9 WBL 0.08 A 5.2 0.20 A 7.8 WBT 0.11 A 3.5 0.52 A 7.6 NBL 0.35 B 11.7 0.79 B 14.8 NBR 0.26 B 11.3 0.16 A 9.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 16, the intersection operates within ACHD standards as a single lane roundabout or a traffic signal with turn lanes under 2045 background conditions. Floating Feather Road & Pollard Road The Floating Feather Road / Pollard Road intersection operates acceptably under 2045 background conditions during the weekday AM and PM peak hour, however the critical movement at the intersection is operating at LOS F in the weekday PM peak hour. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. The intersection meets the 4-hour and peak hour traffic signal volume warrants, but not the 8-hour traffic signal volume warrant under 2045 background conditions. SH 44 & Can Ada Road The minor street approach of the SH 44 / Can Ada Road intersection operates over capacity and at LOS F under 2045 background conditions during the weekday AM and PM peak hour. The intersection meets the 4-hour and peak hour traffic signal volume warrants under existing conditions and meets the 8-hour traffic signal volume warrant under 2045 background conditions. This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s draft SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023, which will not improve operations on the southbound approach of Can Ada Road. Table 17 shows how the intersection operates as a traffic signal with the eastbound and westbound approaches widened to two through lanes and with turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2045 background conditions. Table 17 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2045 Background Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 17 SH 44 & Can Ada Road Traffic Signal 0.65/ 0.71 A/ A 7.5/ 9.7 EBL 0.14 A 5.4 0.19 A 7.7 EBT 0.63 A 5.4 0.43 A 4.3 WBT 0.42 A 8.5 0.78 B 11.8 WBR 0.10 A 7.4 0.13 A 6.7 SBL 0.54 B 13.8 0.68 C 20.2 SBR 0.56 B 14.4 0.40 B 17.6 RCUT - - - EBL 0.10 A 9.0 0.19 B 14.0 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 67 SBR 0.40 B 12.8 0.66 D 27.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 17, the intersection operates within ACHD and ITD standards as a traffic signal with the eastbound and westbound approaches widened to two through lanes and with turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2045 background conditions. SH 44 & Star Road The intersection of SH 44 / Star Road operates over capacity and at LOS F under 2045 background conditions during the weekday AM and PM peak hour. Additionally, several lane groups are over capacity and at LOS F during the AM and PM peak hours. This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified in the CIP does not fully mitigate the intersection in this scenario. Table 18 shows how the intersection operates as a traffic signal with left and right turn lanes, two through lanes in the eastbound and westbound direction, and dual left turn lanes in the northbound direction under 2045 background conditions. Table 18. SH 44 / Star Rd Intersection Mitigation Operations – 2045 Background Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 18 SH 44 & Star Road Traffic Signal 0.74/ 0.78 C/ C 27.2/ 28.9 EBL 0.21 B 17.0 0.71 C 31.5 EBT 0.72 C 28.4 0.48 C 22.9 EBR 0.78 D 36.9 0.46 A 5.9 WBL 0.54 B 18.7 0.66 D 36.9 WBT 0.40 B 19.7 0.77 C 29.1 WBR 0.17 B 18.0 0.21 C 21.5 NBL 0.60 C 24.9 0.84 D 46.8 NBT 0.42 C 26.1 0.71 C 33.8 NBR 0.47 C 26.6 0.34 B 17.6 SBL 0.54 C 25.1 0.42 C 31.1 SBT 0.87 D 36.8 0.84 D 40.9 SBR 0.20 C 24.6 0.46 D 36.4 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 18, the intersection operates within ACHD and ITD standards with the eastbound and westbound approaches widened to two through lanes and dual northbound left turn lanes under 2045 background conditions. SH 44 & Plummer Road The intersection of SH 44 / Plummer Road operates over capacity and at LOS F under 2045 background conditions during the weekday AM and PM peak hours. This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. Table 19 shows how the intersection operates as an expanded traffic signal with left and right turn lanes, two through lanes in the eastbound and westbound direction, and dual left turn lanes in the southbound direction under 2045 background conditions. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 68 Table 19. SH 44 / Plummer Rd Intersection Mitigation Operations – 2045 Background Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 19 SH 44 & Plummer Road Traffic Signal 0.68/ 0.73 C/ C 20.7/ 22.9 EBL 0.08 B 11.4 0.32 B 16.4 EBT 0.80 C 20.2 0.52 B 15.8 EBR 0.06 B 12.4 0.09 B 12.5 WBL 0.24 B 14.0 0.29 B 11.9 WBT 0.41 B 13.9 0.84 C 22.5 WBR 0.18 B 12.4 0.43 B 14.8 NBL 0.16 C 25.9 0.29 C 25.7 NBT 0.08 C 27.9 0.47 C 31.7 NBR 0.64 C 34.2 0.77 D 37.6 SBL 0.81 C 30.2 0.80 D 41.7 SBT 0.10 B 19.8 0.24 C 26.2 SBR 0.23 C 20.7 0.35 C 27.5 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 19, the intersection operates within ACHD and ITD standards as a traffic signal with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes under 2045 background conditions. YEAR 2045 BACKGROUND CONDITIONS ROADWAY SEGMENT ANALYSIS Peak hour roadway segment volumes were based on the traffic count data collected at the study intersections. The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the study roadway segments are summarized in Table 20. Table 20. Year 2045 Background Conditions Roadway Segment Operations Roadway Segment Classification 1 Travel Lanes2 ADT ACHD Peak Hour Std. Volume (One-Way) Weekday AM Peak Hour Weekday PM Peak Hour One-Way Volume/ Direction Meets Std. One-Way Volume/ Direction Meets Std. Deep Canyon Drive Purple Sage to Can Ada Local 2 270 None 20 (NB) Yes 20 (SB) Yes Can Ada to Aerie 545 40 ( EB) Yes 40 (WB) Yes Aerie to SH 16 2,175 75 ( EB) Yes 95 (WB) Yes Aerie Way Deep Canyon to SH 16 Not constructed for this scenario. Segment is analyzed in the 2045 Background (With Select Roadway Improvements) Conditions scenario Lanktree Gulch Road Can Ada to Wing Local 2 995 None 20 (WB) Yes 45 (EB) Yes Purple Sage Road Blessinger to Can Ada Collector 2 4,735 D / 340 (CHD4) 210 (EB) Yes 270 (WB) Yes Can Ada Road Deep Canyon to Purple Sage Local 2 590 None 15 (NB) Yes 45 (NB) Yes Purple Sage to Lanktree Gulch Collector 4,965 D / 425 215 (SB) Yes 345 (NB) Yes Lanktree Gulch to New Hope 6,200 280 (SB) Yes 420 (NB) Yes New Hope to Floating Feather Minor Arterial 2 7,135 E / 575 280 (SB) Yes 265 (SB) Yes Floating Feather to SH 44 9,450 280 (SB) Yes 265 (SB) Yes Wing Road Lanktree Gulch to Beacon Light Local 2 2,735 None 95 (SB) Yes 165 (NB) Yes ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 69 New Hope Road Can Ada to Wing Minor Arterial 2 4,610 E / 575 280 (EB) Yes 240 (WB) Yes Beacon Light Road Wing to Pollard Minor Arterial 2 8,770 E / 575 410 (EB) Yes 900 (WB) No Pollard to SH 16 12,940 500 (EB) Yes 870 (WB) No SH 16 to Palmer 17,085 980 (EB) No 1,380 (WB) No Palmer to Linder 16,680 1,000 (EB) No 1,270 (WB) No Pollard Road Beacon Light to Floating Feather Collector 2 6,065 D / 425 300 (NB) Yes 685 (NB) No Floating Feather Road Can Ada to Star Not constructed for this scenario. Segment is analyzed in the 2045 Background (With Select Roadway Improvements) Conditions scenario Star to Plummer Minor Arterial 2 13,400 E / 575 520 (EB) Yes 805 (WB) No Plummer to Pollard 6,920 260 (EB) Yes 480 (WB) Yes Pollard to SH 16 4,000 295 (EB) Yes 290 (WB) Yes SH 16 to Palmer 4,365 405 (WB) Yes 475 (WB) Yes Star Road Floating Feather to SH 44 Collector 2/3 15,270 D / 425 585 (SB) No 765 (SB) No SH 44 to Joplin Minor Arterial 2/3 20,460 E / 575 835 (SB) No 820 (NB) No Plummer Road Floating Feather to SH 44 Collector 2 14,395 D / 425 610 (SB) Yes 485 (SB) Yes 1Per COMPASS 2040 Functional Street Classification Map (Reference 9) 2Travel lanes include the total number of lanes across the roadway’s respective cross section As shown in Table 20, all the roadway segments meet ACHD roadway segment LOS thresholds under 2045 background conditions weekday AM and PM peak hours except for: • Deep Canyon Drive (Purple Sage to SH 16) – ADT • Wing Road (Lanktree Gulch to Beacon Light – ADT • Beacon Light Road (Wing to Pollard) – PM Peak Hour • Beacon Light Road (Pollard to SH 16) – PM Peak Hour • Beacon Light Road (SH 16 to Palmer) – AM and PM Peak Hour • Beacon Light Road (Palmer to Linder) – AM and PM Peak Hour • Pollard Road (Beacon Light to Floating Feather) – PM Peak Hour • Floating Feather Road (Star to Plummer) - PM Peak Hour • Star Road (Floating Feather to SH 44) – AM and PM Peak Hour • Star Road (SH 44 to Joplin) – AM and PM Peak Hour • Plummer Road (Floating Feather to SH 44) – AM and PM Peak Hour YEAR 2045 BACKGROUND CONDITIONS ROADWAY SEGMENT MITIGATION Deep Canyon Drive (Purple Sage to SH 16) This segment of Deep Canyon Drive exceeds the ACHD local road ADT threshold under 2045 background conditions. This segment would meet the AM and PM peak hour LOS D volume thresholds under 2045 background conditions if Deep Canyon Drive were upgraded to a collector roadway. Due to the residential nature of Deep Canyon Drive and the significant front-on housing with driveway access, it is desired to keep Deep Canyon Drive as a local street. Constructing Aerie Way and the Wing Road extension would bring Deep Canyon Drive to within the ACHD local road ADT threshold as shown in the 2045 background (with select roadway improvements) conditions scenario. Wing Road (Lanktree Gulch to Beacon Light) This segment of Wing Road exceeds the ACHD local road ADT threshold under 2045 background conditions. This segment would meet the AM and PM peak hour LOS D volume thresholds under 2045 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 70 background conditions if Wing Road were upgraded to a collector roadway. Upgrading Wing Road to a collector roadway is an option as development continues in the area. This segment serves as a key connection between Beacon Light Road and planned residential areas. Beacon Light Road (Wing to Pollard) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background conditions in the PM peak hour. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Beacon Light Road (Pollard to SH 16) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background conditions in the PM peak hour. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Beacon Light Road (SH 16 to Palmer) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background conditions in the AM and PM peak hours. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Beacon Light Road (Palmer to Linder) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background conditions in the AM and PM peak hours. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Pollard Road (Beacon Light to Floating Feather) This segment of Pollard Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background conditions in the PM peak hour. The roadway segment is not currently listed for widening in the ACHD CIP. To bring this segment to within standards, Pollard Road would need to be widened to a 3-lane section (LOS E threshold of 720 VPH). Floating Feather Road (Star to Plummer) This segment of Floating Feather Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background conditions in the PM peak hour. The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background traffic volumes. To bring this segment to within standards, Floating Feather Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 71 Star Road (Floating Feather to SH 44) This segment of Star Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background conditions in the AM and PM peak hours. The roadway segment is not currently listed for widening in the ACHD CIP. To bring this segment to within standards, this segment of Star Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Star Road (SH 44 to Joplin) This segment of Star Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background conditions in the AM and PM peak hours. The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the LOS E threshold to 1,540 VPH, which would accommodate 2045 background conditions traffic volumes. Plummer Road (Floating Feather to SH 44) This segment of Plummer Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background conditions in the PM peak hour. The roadway segment is not currently listed for widening in the ACHD CIP. To bring this segment to within standards, Plummer Road would need to be widened to a 3-lane section (LOS E threshold of 720 VPH). YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) TRAFFIC CONDITIONS The year 2045 background (with select roadway improvements) traffic analysis identifies how the study area’s transportation system will operate in the future year without the proposed Willow Brook Golf Community in place, but with select roadway improvements constructed. This analysis includes traffic attributed to planned developments within the study area and to general growth in the region but does not include traffic from the proposed development. YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) TRAFFIC VOLUMES Year 2045 background (with select roadway improvements) traffic volumes reflect existing traffic counts plus 23 years of general growth as described in Table 7 of the background growth section. These volumes represent background traffic during the year when the Willow Brook Golf Community is expected to be completed but does not include the site generated traffic. This scenario includes the following roadway improvements: • Floating Feather Road constructed between Munger Road and Can Ada Road • Floating Feather Road realignment constructed between Pollard Road and Palmer Lane • Wing Road constructed between Beacon Light Road and Lanktree Gulch Road • Aerie Way constructed between SH 16 and Deep Canyon Drive Background traffic volumes were adjusted to account for the change in travel patterns with the new connections in place. Per the ACHD Policy Manual, intersections with an existing peak hour factor of less than 0.90 were adjusted to 0.90 in the future year analysis to account for the likely increase in traffic throughout the entire peak hour in the future. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 72 YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) INTERSECTION OPERATIONS Table 21 presents the traffic operations results for each study intersection and its lane groups under year 2045 background (with select roadway improvements) conditions during the weekday AM and PM peak hours. Figures 8A and 8B present the lane configurations; traffic control devices and the weekday AM and PM 2045 background (with select roadway improvements) traffic volumes at each of the study intersections. Appendix N includes the year 2045 background (with select roadway improvements) conditions worksheets. Table 21. Year 2045 Background (with Select Roadway Improvements) Intersection Operations No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 1 Purple Sage Road & Can Ada Road TWSC - - - NBL 0.06 A 7.4 0.18 A 7.7 EBLR 0.22 A 9.3 0.19 A 9.6 2 Deep Canyon Drive & Aerie Way TWSC - - - EBL 0.01 A 7.3 0.01 A 7.3 SBLR 0.01 A 8.6 0.02 A 8.5 3A Aerie Way & SH 16 West Rdbt Roundabout 0.20/ 0.12 A/ A 3.6/ 3.1 0.07 A 2.9 0.12 A 3.2 0.20 A 3.7 0.08 A 3.0 0.01 A 4.1 0.01 A 3.1 EBLTR 0.02 A 4.3 0.03 A 3.2 3B Aerie Way & SH 16 East Rdbt Roundabout 0.39/ 0.61 A/ A 2.0/ 1.8 NBL 0.01 A 2.9 0.05 A 3.5 NBR 0.39 A 0.0 0.61 A 0.0 WBLT 0.22 A 3.8 0.19 A 3.9 EBTR 0.08 A 3.4 0.15 A 4.7 3C Aerie Way & SH 16 SB Ramp Free 3D Aerie Way & SH 16 NB Ramp TWSC - - - WBR 0.09 B 10.5 0.66 D 30.6 4 Deep Canyon Drive & SH 16 TWSC - - - NBL 0.04 B 11.3 0.07 A 9.2 EBLR 0.23 D 26.4 0.12 C 17.9 5 Lanktree Gulch Road & Can Ada Road TWSC - - - WBLR 0.02 B 10.5 0.06 B 11.7 SBL 0.01 A 7.4 0.01 A 8.0 6 Lanktree Gulch Road & Wing Road TWSC - - - NBLR 0.02 A 8.7 0.06 A 9.1 WBL 0.01 A 7.3 0.02 A 7.4 7 New Hope Road & Can Ada Road AWSC - A/ B 9.6/ 10.2 0.18 A 8.9 0.30 A 9.9 EBLTR 0.11 A 8.6 0.06 A 8.7 0.12 A 9.7 0.32 B 10.5 0.36 B 10.1 0.34 B 10.5 8 TWSC - - - NBT 0.01 A 7.6 0.11 A 9.4 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 73 Beacon Light Road & Wing Road SBLT 0.03 A 9.1 0.12 B 13.2 9 Beacon Light Road & Pollard Road TWSC - - - 0.47 C 19.7 >1.50 F >300.0 EBL 0.01 A 7.7 0.01 A 9.4 WBL 0.04 A 8.5 0.14 A 8.2 0.85 F 70.5 >1.50 F >300.0 10 Beacon Light Road & SH 16 Traffic Signal 1.06/ 1.20 E/ F 70.7/ 129.8 EBL 0.10 D 51.2 0.68 E 61.5 EBT 0.97 F 107.3 0.36 D 51.6 EBR 1.11 F 153.4 0.43 D 52.8 WBL 1.14 F 180.9 0.50 D 41.3 WBT 0.38 D 54.5 1.08 F 121.6 WBR 0.39 D 54.5 >1.50 F >300.0 NBL 0.89 F 90.4 0.50 C 26.7 NBT 0.43 C 25.5 1.20 F 141.7 NBR 0.27 C 23.0 0.14 C 23.6 SBL 0.54 B 17.7 0.96 F 112.0 SBT 1.01 F 64.6 0.67 D 37.9 SBR 0.01 B 15.5 0.07 C 25.7 11 Beacon Light Road & Palmer Lane TWSC - - - NBLR 0.46 E 45.7 1.43 F 316.3 WBL 0.04 B 10.8 0.01 A 8.2 12 Floating Feather Road & Can Ada Road TWSC - - - WBLR 0.04 B 12.3 0.11 B 11.9 SBL 0.03 A 7.7 0.02 A 7.8 13 Floating Feather Road & Star Road TWSC - - - NBL 0.67 F 62.9 >1.50 F >300.0 NBR 0.22 B 11.5 0.23 B 10.8 WBL 0.31 A 9.7 0.52 B 11.1 14 Floating Feather Road & Plummer Road TWSC - - - NBLR 0.31 C 15.0 >1.50 F >300.0 WBL 0.04 A 8.8 0.09 A 8.6 15 Floating Feather Road & Pollard Road TWSC - - - EBL 0.17 A 8.1 0.19 A 8.6 SBL 0.57 C 23.3 0.64 C 20.8 16 Floating Feather Road & Palmer Lane TWSC - - - NBL 0.30 A 8.5 0.32 A 8.3 EBLR 0.37 B 12.4 0.10 A 9.9 17 SH 44 & Can Ada Road TWSC - - - EBL 0.11 A 9.6 0.19 B 14.2 SBLR >1.50 F >300.0 >1.50 F >300.0 18 SH 44 & Star Road Traffic Signal 1.17/1.25 E/F 69.0/95.1 EBL 0.25 C 22.0 1.23 F 192.5 EBT 1.04 F 80.9 0.81 D 44.3 EBR 0.59 C 32.4 0.55 C 33.1 WBL 1.04 F 117.9 0.84 D 52.7 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 74 WBT 0.61 C 28.7 1.14 F 115.4 WBR 0.14 C 21.5 0.16 C 23.3 NBL 1.11 F 125.3 1.23 F 171.6 NBT 0.37 D 37.7 0.62 D 47.6 NBR 0.41 D 38.3 0.29 D 41.5 SBL 0.51 D 36.4 0.42 D 46.9 SBTR 1.11 F 126.1 1.23 F 189.6 19 SH 44 & Plummer Road Traffic Signal 1.25/ 1.31 F/ F 110.1/ 119.4 EBL 0.11 C 22.1 0.69 D 52.4 EBT 1.25 F 158.5 0.80 C 32.6 EBR 0.05 B 19.7 0.07 B 16.1 WBL 0.59 D 38.4 0.46 C 26.4 WBT 0.66 C 29.9 1.31 F 181.1 WBR 0.15 C 20.4 0.35 B 19.3 NBL 0.08 C 30.0 0.28 D 40.1 NBT 0.02 C 29.2 0.21 D 38.6 NBR 0.15 C 30.8 0.35 D 40.6 1.19 F 151.5 1.40 F 254.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As Table 21 shows, all study intersections operate acceptably during the year 2045 background (with select roadway improvements) weekday AM and PM peak hours except for: 9. Beacon Light Road & Pollard Road 10. Beacon Light Road & SH 16 11. Beacon Light Road & Palmer Lane 13. Floating Feather Road & Star Road 14. Floating Feather Road & Plummer Road 17. SH 44 & Can Ada Road 18. SH 44 & Star Road 19. SH 44 & Plummer Road The following intersections operate acceptably during year 2045 background conditions but have one or more lane groups operating at LOS D or worse and require a signal warrant analysis: 4. Deep Canyon Drive & SH 16 ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig8A_2045BG_B_AM Year 2045 Background (with Select Roadway Improvements) Traffic Volumes Weekday AM Peak Hour Ada County, Idaho 8A Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 6 497 591 91 1067 1 2 1 15 498 1 56 1 7 15 23 10 1 80 10 7 1 7 203 4 14 28 5 21 29 9 48 140 113 39 26 3 416 5 40 140 78 97 11 2 207 12 2 19 399 1070 1 2 44 7 70 52 105 151 13 9 56 13 50 11 6 91 62 198 324 40 91 45 12 82 490 40 80 29 1009 33 57 542 108 101 140 185 222 302 75 260 159 147 183 337 65 77 705 352 146 422 86 130 41 35 262 18 2 153 127 93 1091 456 77 27 38 960 19 24 468 85 340 180 243 863 6 21 249 244 134 86 97 109 127 227 188 91 75 18 268 97 27 107 46 399 93 98 5 8 246 ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig8B_2045BG_B_PM Year 2045 Background (with Select Roadway Improvements) Traffic Volumes Weekday PM Peak Hour Ada County, Idaho 8B Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 19 497 [PHONE REDACTED] 1 1 1 11 147 1 227 1 19 11 17 29 1 263 33 3 7 10 150 10 39 73 7 29 61 310 218 157 61 31 9 5 201 8 164 597 126 310 32 2 141 18 10 56 1331 612 1 1 32 33 123 41 75 126 20 6 24 4 52 84 71 361 67 166 246 91 388 107 110 150 316 78 94 67 743 55 103 1218 278 139 172 120 182 584 222 391 304 123 110 237 112 160 635 364 187 914 113 188 30 25 231 36 24 180 87 88 865 1163 130 115 22 416 19 5 1263 164 957 94 99 496 43 70 129 134 172 493 603 35 319 218 109 265 24 470 131 16 5 3 72 87 139 72 52 485 128 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 77 YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS MITIGATION This section highlights the mitigations needed to address each of the intersections not meeting traffic operation standards under the year 2045 background (with select roadway improvements) traffic conditions. Appendix O contains the year 2045 mitigated background (with select roadway improvements) traffic operational worksheets including findings from the signal warrant analysis. Deep Canyon Drive & SH 16 The Deep Canyon Drive / SH 16 intersection operates acceptably under 2045 background (with select roadway improvements) conditions during the weekday AM and PM peak hour, however the critical movement at the intersection is operating at LOS D in the weekday AM peak hour. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. The intersection does not meet the peak hour, 4-hour, or 8-hour traffic signal volume warrants under 2045 background (with select roadway improvements) conditions. Beacon Light Road & Pollard Road The minor street approaches of the Beacon Light Road / Pollard Road intersection operate over capacity and at LOS F under 2045 background (with select roadway improvements) conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background (with select roadway improvements) conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This identified improvement does not bring the intersection to within ACHD standards in this scenario. A multi-lane roundabout with two lanes in the eastbound and westbound direction is required to bring the intersection within standards. Table 22 shows how the intersection of Beacon Light Road / Pollard Road operates as a multi-lane roundabout or a traffic signal with left turn lanes and a westbound right turn lane under 2045 background (with select roadway improvements) conditions. Table 22 Beacon Light Road / Pollard Road Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 9 Beacon Light Road / Pollard Road Multi-Lane Roundabout 0.31/ 0.75 A/ B 5.4/ 13.6 0.31 A 8.7 0.75 C 16.5 0.11 A 3.7 0.60 B 13.7 0.18 A 4.9 0.28 B 13.5 EBLTR 0.21 A 5.1 0.11 A 4.3 Traffic Signal 0.60/ 0.89 B/ C 17.4/ 26.6 EBL 0.01 B 11.2 0.04 B 18.4 EBTR 0.82 C 20.2 0.38 B 18.9 WBL 0.15 B 11.9 0.34 B 13.3 WBT 0.25 B 11.2 0.88 C 27.5 WBR 0.16 B 10.7 0.22 B 13.8 NBL 0.02 B 16.1 0.61 C 22.3 NBTR 0.72 C 22.4 0.90 D 44.1 SBL 0.35 B 14.8 0.31 C 23.2 SBTR 0.17 B 14.6 0.12 C 24.1 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 78 As shown in Table 22, the intersection operates within ACHD standards as a multi-lane roundabout or a traffic signal with left turn lanes and a westbound right turn lane under 2045 background (with select roadway improvements) conditions. Beacon Light Road & SH 16 The intersection of Beacon Light Road / SH 16 is projected to operate over capacity and at LOS E under 2045 background (with select roadway improvements) conditions during the weekday AM and PM peak hour. In addition, several movements/lane groups are projected to operate over capacity and at LOS F during the weekday AM and PM peak hours. The Spring Valley development was conditioned with improvements to this intersection. Table 23 shows how the intersection of Beacon Light Road / SH 16 operates as with the northbound and southbound approaches widened to two through lanes and a westbound right turn overlap phase added under 2045 background (with select roadway improvements) conditions. Table 23. Beacon Light Rd / SH 16 Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 10 Beacon Light Road & SH 16 Traffic Signal 0.77/ 0.86 D/ D 34.7/ 40.0 EBL 0.06 C 31.5 0.35 C 28.7 EBT 0.74 D 42.4 0.21 C 29.3 EBR 0.85 D 50.5 0.26 C 29.9 WBL 0.60 C 33.4 0.34 C 22.8 WBT 0.27 C 31.2 0.72 D 36.3 WBR 0.28 C 31.3 0.90 D 47.5 NBL 0.43 C 27.3 0.48 C 29.3 NBT 0.39 C 31.2 0.89 D 49.2 NBR 0.47 C 33.0 0.20 C 31.2 SBL 0.60 C 22.4 0.57 D 35.6 SBT 0.81 D 35.0 0.50 D 36.8 SBR 0.01 C 21.9 0.10 C 32.0 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 23, the intersection operates within ACHD and ITD standards with the northbound and southbound approaches widened to two through lanes and a westbound right turn overlap phase added under 2045 background (with select roadway improvements) conditions. Beacon Light Road & Palmer Lane The minor street approach of the Beacon Light Road / Palmer Lane intersection operates over capacity and at LOS F under 2045 background (with select roadway improvements) conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background (with select roadway improvements) conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. Due to the high eastbound and westbound volumes, the intersection does not operate within standards as a single lane roundabout or a traffic signal with turn lanes. In order to meet standards, Beacon Light Road would need to be widened to two through lanes at the intersection. Table 24 shows how the intersection of Beacon Light Road / Palmer Lane operates as a multi-lane roundabout or a traffic signal with turn lanes and the eastbound and westbound approaches widened to two through lanes under 2045 background (with select roadway improvements) conditions. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 79 Table 24 Beacon Light Road / Palmer Lane Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 11 Beacon Light Road / Palmer Lane Multi-Lane Roundabout 0.40/ 0.53 A/ A 5.8/ 7.4 NBLR 0.17 B 11.0 0.17 A 6.0 WBLT 0.20 A 4.2 0.53 A 8.7 EBLR 0.40 A 6.3 0.16 A 3.9 Traffic Signal 0.53/ 0.66 A/ A 6.9/ 6.0 EBT 0.68 A 8.2 0.29 A 6.0 WBR 0.03 A 5.4 0.03 A 5.2 WBL 0.07 A 5.6 0.01 A 4.3 WBT 0.25 A 3.2 0.66 A 5.1 NBL 0.13 B 14.3 0.50 B 15.0 NBR 0.23 B 14.8 0.10 B 12.8 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 24, the intersection operates within ACHD standards as a multi-lane roundabout or a traffic signal with turn lanes and the eastbound and westbound approaches widened to two through lanes under 2045 background (with select roadway improvements) conditions. Floating Feather Road & Star Road The minor street approach of the Floating Feather Road / Star Road intersection operates over capacity and at LOS F under 2045 background (with select roadway improvements) conditions during the weekday AM and PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background (with select roadway improvements) conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. Table 25 shows how the intersection of Floating Feather Road / Star Road operates as a single-lane roundabout or a traffic signal with turn lanes under 2045 background (with select roadway improvements) conditions. Table 25 Floating Feather Road / Star Road Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 13 Floating Feather Road / Star Road Single Lane Roundabout 0.48/ 0.76 A/ B 7.5/ 12.8 NBLR 0.25 A 5.6 0.28 A 5.6 WBTR 0.35 A 6.5 0.76 C 15.9 EBLT 0.48 A 9.6 0.47 B 12.0 Traffic Signal 0.53/ 0.78 B/ B 10.8/ 13.0 EBT 0.47 B 11.9 0.39 B 16.9 EBR 0.66 B 13.7 0.70 C 20.4 EBL 0.51 A 6.8 0.75 A 9.9 EBT 0.08 A 3.4 0.22 A 3.8 NBL 0.39 B 13.6 0.50 B 18.3 NBR 0.60 B 15.5 0.70 C 20.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 25, the intersection operates within ACHD standards as a single lane roundabout or a traffic signal with turn lanes under 2045 background (with select roadway improvements) conditions. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 80 Floating Feather Road & Plummer Road The minor street approach of the Floating Feather Road / Plummer Road intersection operates over capacity and at LOS F under 2045 background (with select roadway improvements) conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background (with select roadway improvements) conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. Table 26 shows how the intersection of Floating Feather Road / Plummer Road operates as a single-lane roundabout or a traffic signal with turn lanes under 2045 background (with select roadway improvements) conditions. Table 26 Floating Feather Road / Plummer Road Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 14 Floating Feather Road / Plummer Road Single Lane Roundabout 0.43/ 0.58 A/ A 6.1/ 8.8 NBLR 0.15 A 4.7 0.42 A 7.5 WBLT 0.12 A 4.1 0.58 B 12.1 EBTR 0.43 A 7.0 0.37 A 6.4 Traffic Signal 0.32/ 0.69 A/ B 9.0/ 11.6 EBT 0.37 A 8.0 0.40 B 12.1 EBR 0.70 B 10.5 0.70 B 14.9 WBL 0.08 A 5.2 0.20 A 7.8 WBT 0.11 A 3.5 0.52 A 7.6 NBL 0.35 B 11.7 0.79 B 14.8 NBR 0.26 B 11.3 0.16 A 9.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 26, the intersection operates within ACHD standards as a single lane roundabout or a traffic signal with turn lanes under 2045 background (with select roadway improvements) conditions. SH 44 & Can Ada Road The minor street approach of the SH 44 / Can Ada Road intersection operates over capacity and at LOS F under 2045 background (with select roadway improvements) conditions during the weekday AM and PM peak hour. The intersection meets the 4-hour and peak hour traffic signal volume warrants under existing conditions and meets the 8-hour traffic signal volume warrant under 2045 background (with select roadway improvements) conditions. This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023, which will not improve operations on the southbound approach of Can Ada Road. Table 27 shows how the intersection operates as a traffic signal with the eastbound and westbound approaches widened to two through lanes and with turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2045 background (with select roadway improvements) conditions. Table 27 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 17 SH 44 & Can Ada Road Traffic Signal 0.65/ 0.71 A/ A 7.5/ 9.7 EBL 0.14 A 5.4 0.19 A 7.7 EBT 0.63 A 5.4 0.43 A 4.3 WBT 0.42 A 8.5 0.78 B 11.8 WBR 0.10 A 7.4 0.13 A 6.7 SBL 0.54 B 13.8 0.68 C 20.2 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 81 SBR 0.56 B 14.4 0.40 B 17.6 RCUT - - - EBL 0.10 A 9.0 0.19 B 14.0 SBR 0.39 B 12.8 0.66 D 27.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 27, the intersection operates within ACHD and ITD standards as a traffic signal with the eastbound and westbound approaches widened to two through lanes and with turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2045 background (with select roadway improvements) conditions. SH 44 & Star Road The intersection of SH 44 / Star Road operates over capacity and at LOS F under 2045 background (with select roadway improvements) conditions during the weekday AM and PM peak hour. Additionally, several lane groups are over capacity and at LOS F during the AM and PM peak hours. This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified in the CIP does not fully mitigate the intersection in this scenario. Table 28 shows how the intersection operates as a traffic signal with left and right turn lanes, two through lanes in the eastbound and westbound direction, and dual left turn lanes in the northbound direction under 2045 background (with select roadway improvements) conditions. Table 28. SH 44 / Star Rd Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 18 SH 44 & Star Road Traffic Signal 0.73/ 0.77 C/ C 26.0/ 29.4 EBL 0.21 B 16.1 0.70 C 28.8 EBT 0.70 C 26.6 0.47 C 22.6 EBR 0.76 C 34.0 0.45 A 5.7 WBL 0.60 C 20.7 0.65 D 37.1 WBT 0.41 B 19.9 0.74 C 28.6 WBR 0.18 B 18.2 0.20 C 21.3 NBL 0.58 C 23.5 0.85 D 48.4 NBT 0.41 C 25.3 0.74 D 36.3 NBR 0.47 C 25.8 0.35 B 19.4 SBL 0.52 C 23.9 0.43 C 32.1 SBT 0.86 C 34.9 0.85 D 45.1 SBR 0.20 C 23.8 0.47 D 38.1 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 28, the intersection operates within ACHD and ITD standards with the eastbound and westbound approaches widened to two through lanes and dual northbound left turn lanes under 2045 background (with select roadway improvements) conditions. SH 44 & Plummer Road The intersection of SH 44 / Plummer Road operates over capacity and at LOS F under 2045 background (with select roadway improvements) conditions during the weekday AM and PM peak hours. This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. Table 29 shows how the intersection operates as an expanded ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 82 traffic signal with left and right turn lanes, two through lanes in the eastbound and westbound direction, and dual left turn lanes in the southbound direction under 2045 background (with select roadway improvements) conditions. Table 29. SH 44 / Plummer Rd Intersection Mitigation Operations – 2045 Background (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 19 SH 44 & Plummer Road Traffic Signal 0.79/ 0.73 B/ C 16.1/ 22.9 EBL 0.07 A 8.8 0.32 B 16.4 EBT 0.80 B 16.4 0.52 B 15.8 EBR 0.06 A 9.6 0.09 B 12.5 WBL 0.20 B 10.6 0.29 B 11.9 WBT 0.41 B 10.7 0.84 C 22.5 WBR 0.18 A 9.5 0.43 B 14.8 NBL 0.14 B 19.5 0.29 C 25.7 NBT 0.07 C 21.3 0.47 C 31.7 NBR 0.58 C 25.8 0.77 D 37.6 SBL 0.62 C 21.2 0.80 D 41.7 SBT 0.16 B 19.4 0.24 C 26.6 SBR 0.37 C 20.8 0.35 C 27.5 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 29, the intersection operates within ACHD and ITD standards with the eastbound and westbound approaches widened to two through lanes and dual southbound left turn lanes under 2045 background (with select roadway improvements) conditions. YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS ROADWAY SEGMENT ANALYSIS Peak hour roadway segment volumes were based on the traffic count data collected at the study intersections. The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the study roadway segments are summarized in Table 30. Table 30. Year 2045 Background (With Select Roadway Improvements) Conditions Roadway Segment Operations Roadway Segment Classification 1 Travel Lanes2 ADT ACHD Peak Hour Std. Volume (One- Way) Weekday AM Peak Hour Weekday PM Peak Hour One-Way Volume/ Direction Meets Std. One-Way Volume/ Direction Meets Std. Deep Canyon Drive Purple Sage to Can Ada Local 2 270 None 20 (NB) Yes 20 (SB) Yes Can Ada to Aerie 545 40 ( EB) Yes 40 (WB) Yes Aerie to SH 16 1,260 45 ( EB) Yes 55 (WB) Yes ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 83 Aerie Way Deep Canyon to SH 16 Minor Arterial 2 200 E / 575 20 (EB) Yes 20 (WB) Yes Lanktree Gulch Road Can Ada to Wing Local 2 775 None 15 (WB) Yes 35 (EB) Yes Purple Sage Road Blessinger to Can Ada Collector 2 4,735 D / 340 (CHD4) 210 (EB) Yes 270 (WB) Yes Can Ada Road Deep Canyon to Purple Sage Local 2 590 None 15 (NB) Yes 45 (NB) Yes Purple Sage to Lanktree Gulch Collector 4,965 D / 425 215 (SB) Yes 345 (NB) Yes Lanktree Gulch to New Hope 5,905 270 (SB) Yes 400 (NB) Yes New Hope to Floating Feather Minor Arterial 2 6,865 E / 575 295 (SB) Yes 255 (SB) Yes Floating Feather to SH 44 9,450 280 (SB) Yes 265 (SB) Yes Wing Road Lanktree Gulch to Beacon Light Local 2 4,475 None 125 (SB) Yes 215 (NB) Yes New Hope Road Can Ada to Wing Minor Arterial 2 3,940 E / 575 220 (EB) Yes 205 (WB) Yes Beacon Light Road Wing to Pollard Minor Arterial 2 9,450 E / 575 425 (EB) Yes 615 (WB) No Pollard to SH 16 4,475 670 (EB) Yes 885 (WB) No SH 16 to Palmer 3,940 980 (EB) No 1,380 (WB) No Palmer to Linder 9,450 1,000 (EB) No 1,270 (WB) No Pollard Road Beacon Light to Floating Feather Collector 2 6,065 D / 425 300 (NB) Yes 685 (NB) No Floating Feather Road Can Ada to Star Minor Arterial 2 3,600 E / 575 405 (EB) Yes 360 (WB) Yes Star to Plummer 13,400 520 (EB) Yes 805 (WB) No Plummer to Pollard 8,435 415 (EB) Yes 585 (WB) No Pollard to SH 16 4,000 295 (EB) Yes 290 (WB) Yes SH 16 to Palmer 4,365 405 (WB) Yes 475 (WB) Yes Star Road Floating Feather to SH 44 Collector 2/3 15,270 D / 425 585 (SB) No 765 (SB) No SH 44 to Joplin Minor Arterial 2/3 20,460 E / 575 835 (SB) No 820 (NB) No Plummer Road Floating Feather to SH 44 Collector 2 14,395 D / 425 610 (SB) Yes 485 (SB) Yes 1Per COMPASS 2040 Functional Street Classification Map (Reference 9) 2Travel lanes include the total number of lanes across the roadway’s respective cross section As shown in Table 30, all the roadway segments meet ACHD roadway segment LOS thresholds under 2045 background (with select roadway improvements) conditions weekday AM and PM peak hours except for: • Wing Road (Lanktree Gulch to Beacon Light – ADT • Beacon Light Road (Wing to Pollard) – PM Peak Hour • Beacon Light Road (Pollard to SH 16) – AM and PM Peak Hour • Beacon Light Road (SH 16 to Palmer) – AM and PM Peak Hour • Beacon Light Road (Palmer to Linder) – AM and PM Peak Hour • Pollard Road (Beacon Light to Floating Feather – PM Peak Hour • Floating Feather Road (Star to Plummer) - PM Peak Hour • Floating Feather Road (Plummer to Pollard) - PM Peak Hour • Star Road ( Floating Feather to SH 44) – AM and PM Peak Hour • Star Road (SH 44 to Joplin) – AM and PM Peak Hour • Plummer Road (Floating Feather to SH 44 ) – AM and PM Peak Hour YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS ROADWAY SEGMENT MITIGATION Wing Road (Lanktree Gulch to Beacon Light) This segment of Wing Road exceeds the ACHD local road ADT threshold under 2045 background (with select roadway improvements) conditions. This segment would meet the AM and PM peak hour LOS D volume thresholds under 2045 background (with select roadway improvements) conditions if Wing Road ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 84 were upgraded to a collector roadway. Upgrading Wing Road to a collector roadway is an option as development continues in the area. This segment serves as a key connection between Beacon Light Road and planned residential areas. Beacon Light Road (Wing to Pollard) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the PM peak hour. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background (with select roadway improvements) traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Beacon Light Road (Pollard to SH 16) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the PM peak hour. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background (with select roadway improvements) traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Beacon Light Road (SH 16 to Palmer) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the AM and PM peak hours. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background (with select roadway improvements) traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Beacon Light Road (Palmer to Linder) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the AM and PM peak hours. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background (with select roadway improvements) traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Pollard Road (Beacon Light to Floating Feather) This segment of Pollard Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the PM peak hour. The roadway segment is not currently listed for widening in the ACHD CIP. To bring this segment to within standards, Pollard Road would need to be widened to a 3-lane section (LOS E threshold of 720 VPH). Floating Feather Road (Star to Plummer) This segment of Floating Feather Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the PM peak hour. The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 background (with select roadway improvements) traffic volumes. To bring this segment to within standards, Floating Feather Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 85 Floating Feather Road (Plummer to Pollard) This segment of Floating Feather Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the PM peak hour. The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would accommodate 2045 background (with select roadway improvements) conditions traffic volumes. Star Road (Floating Feather to SH 44) This segment of Star Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the AM and PM peak hours. The roadway segment is not currently listed for widening in the ACHD CIP. To bring this segment to within standards, this segment of Star Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Star Road (SH 44 to Joplin) This segment of Star Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the AM and PM peak hours. The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the LOS E threshold to 1,540 VPH, which would accommodate 2045 background (with select roadway improvements) conditions traffic volumes. Plummer Road (Floating Feather to SH 44) This segment of Plummer Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 background (with select roadway improvements) conditions in the PM peak hour. The roadway segment is not currently listed for widening in the ACHD CIP. To bring this segment to within standards, Plummer Road would need to be widened to a 3-lane section (LOS E threshold of 720 VPH). ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 86 PROPOSED DEVELOPMENT PLAN The Willow Brook Golf Community will be constructed in phases with phase 1 expected to be completed by 2030 and full buildout expected in 2045. TRIP GENERATION Golf Course Only Trip generation is provided for the option of constructing only the golf course before any residential uses are constructed. Table 31 summarizes the estimated trip generation for the golf course only of the proposed Willow Brook Golf Community. Table 31. Willow Brook Golf Course Only Estimated Trip Generation Land Use ITE Code Size Daily Weekday AM Peak Hour Weekday PM Peak Hour Total In Out Total In Out Golf Course 430 18 526 30 24 6 52 27 25 Notes: Fitted curve equation used based on data provided by ITE. As shown in Table 31, the golf course of the proposed Willow Brook Golf Community is estimated to generate a total of 526 daily net new trip ends, of these, 30 are estimated to occur in the weekday a.m. peak hour (24 inbound / 6 outbound), and 52 are estimated to occur in the weekday p.m. peak hour (27 inbound / 25 outbound). Due to the low trip generation associated with constructing only the golf course, traffic analysis was not completed for this scenario. Phase 1 (2030) The projected weekday daily, AM, and PM peak hour vehicle trips for phase 1 of the proposed development were estimated based on the Trip Generation Manual, 11th Edition (Reference 14). Table 32 summarizes the estimated trip generation for phase 1 of the proposed Willow Brook Golf Community. Table 32. Phase 1 Willow Brook Golf Community Estimated Trip Generation Land Use ITE Code Size Daily Weekday AM Peak Hour Weekday PM Peak Hour Total In Out Total In Out Single Family Houses 210 285 2,645 193 50 143 266 168 98 Townhomes 220 45 364 37 9 28 40 25 15 Total Residential Trips 3,009 230 59 171 306 193 113 Golf Course 430 18 526 30 24 6 52 27 25 Total Trips 3,535 260 83 177 358 220 138 Notes: Fitted curve equation used based on data provided by ITE. As shown in Table 32, phase 1 of the proposed Willow Brook Golf Community is estimated to generate a total of 3,535 daily net new trip ends, of these, 260 are estimated to occur in the weekday a.m. peak hour (83 inbound / 177 outbound), and 358 are estimated to occur in the weekday p.m. peak hour (220 inbound / 138 outbound). ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 87 Full Buildout (2045) Table 33 summarizes the estimated trip generation for full buildout of the proposed Willow Brook Golf Community. Appendix P contains the internal trip capture worksheets. Table 33. Phase 1 Willow Brook Golf Community Estimated Trip Generation Land Use ITE Code Size Daily Weekday AM Peak Hour Weekday PM Peak Hour Total In Out Total In Out Single Family Houses 210 948 7,990 577 150 427 823 518 305 Townhomes 220 146 1,011 68 16 52 83 52 31 Total Residential Trips 9,001 645 166 479 906 570 336 Internal Trips AM, 8% PM) (405) (71) (52) (19) External Residential Trips 8,596 637 163 474 835 518 317 Shopping Plaza 821 75,000 5,064 130 80 50 389 190 199 Internal Trips AM, 18% PM) (608) (71) (19) (52) External Commercial Trips 4,456 122 75 47 318 171 147 Pass-By Trips AM, 34% PM) (758) - - - (108) (58) (50) Net New Commercial Trips 3,699 122 75 47 210 113 97 Golf Course 430 18 526 30 24 6 52 27 25 Total Trips 14,591 805 270 535 1,347 787 560 Internal Trips (1,013) (16) (142) (71) (71) External Trips 13,578 789 262 527 1,205 716 489 Pass-By Trips (758) - - - (108) (58) (50) NET NEW TRIPS 12,821 789 262 527 1,097 658 439 Notes: Fitted curve equation used based on data provided by ITE. As shown in Table 33, full buildout of the proposed Willow Brook Golf Community is estimated to generate a total of 12,821 daily net new trip ends, of these, 789 are estimated to occur in the weekday a.m. peak hour (262 inbound / 527 outbound), and 1,097 are estimated to occur in the weekday p.m. peak hour (658 inbound / 439 outbound). SITE TRIP DISTRIBUTION The trip distribution patterns are based on the access connections to and from the proposed development and their attraction/destination characteristics. The distribution of site generated trips onto the roadway system was based on the area of impact model runs by COMPASS, a review of the roadway system, and knowledge of travel patterns in the area. The site generated trip distribution pattern used for 2030 Phase 1 of development is shown in Figure 9. The site generated trip distribution pattern used for 2045 full buildout of development is shown in Figure 10. ---PAGE BREAK--- Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 4 7 17 5 1 2 - Study Intersections # - Trip Distribution Percentage - Study Roadway H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig9_Dist 2030 Trip Distribution 2030 Phase 1 Ada County, Idaho 9 Willowbrook Golf Community TIS January 2023 Figure N 2% 18% 15% 25% 40% ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 - Study Intersections # - Trip Distribution Percentage - Study Roadway H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig10_Dist 2045 Trip Distribution 2045 Full Build-out Ada County, Idaho 10 Willowbrook Golf Community TIS January 2023 Figure N Note: 20% of site trips have an origin/destination within the study area. 4% 4% 25% 6% 6% 8% 8% 17% 1% 1% ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 90 YEAR 2030 TOTAL TRAFFIC CONDITIONS The total traffic conditions analysis forecasts how the study area’s transportation system will operate with the traffic generated by phase 1 of the proposed Willow Brook Golf Community. Site generated trips for 2030 phase 1 were distributed to the roadway system according to the trip assignment shown in Figures 11A and 11B. The 2030 background traffic volumes (Figures 6A and 6B) were added to the site-generated traffic for phase 1 (Figures 11A and 11B) to arrive at the Year 2030 total traffic volumes that are shown in Figures 12A and 12B. YEAR 2030 TOTAL TRAFFIC CONDITIONS INTERSECTION OPERATIONS Table 34 presents the traffic operations results for each study intersection and its corresponding lane groups under 2030 total traffic conditions for during the weekday AM and PM peak hours. Figures 11A and 11B show the lane configurations and traffic volumes for Year 2030 total traffic conditions. Appendix Q contains the Year 2030 total traffic conditions worksheets. Table 34. Year 2030 Total Traffic Intersection Operations No. Intersection Interse ction Contr ol Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 1 Purple Sage Road & Can Ada Road TWSC - - - NBL 0.03 A 7.3 0.10 A 7.5 EBLTR 0.15 A 9.2 0.20 B 11.2 0.17 B 11.5 0.22 C 16.0 SBL 0.01 A 7.3 0.01 A 7.5 2 Deep Canyon Drive & Aerie Way TWSC - - - NBLR 0.08 A 8.8 0.06 A 8.7 WBL 0.03 A 7.3 0.06 A 7.4 4 Deep Canyon Drive & SH 16 TWSC - - - NBL 0.09 B 10.7 0.17 A 9.3 EBLR 0.53 D 31.9 0.30 C 19.1 5 Lanktree Gulch Road & Can Ada Road TWSC - - - WBLR 0.02 B 10.3 0.05 B 11.1 SBL 0.01 A 7.4 0.01 A 7.9 7 New Hope Road & Can Ada Road AWSC - A/ A 9.0/ 9.6 0.16 A 8.6 0.27 A 9.4 EBLTR 0.09 A 8.2 0.06 A 8.6 0.10 A 9.3 0.28 A 9.8 0.29 A 9.3 0.28 A 9.7 17 SH 44 & Can Ada Road TWSC - - - EBL 0.06 A 9.0 0.11 B 12.0 SBLR 1.29 F 224.3 >1.50 F >300.0 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As Table 34 shows, all study intersections operate acceptably during the year 2030 total traffic weekday AM and PM peak hours except for: 17. SH 44 & Can Ada Road The following intersections operate acceptably during year 2030 total traffic conditions but have one or more lane groups operating at LOS D or worse and require a signal warrant analysis: 4. Deep Canyon Drive & SH 16 ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig11A_2030_Assign_AM Year 2030 Trip Assignment Volumes Weekday AM Peak Hour Ada County, Idaho 11A Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario 74 33 15 71 32 33 71 33 2 4 71 27 7 57 7 3 3 28 11 5 13 Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario 35 - STOP SIGN - TRAFFIC SIGNAL - 2030 TOTAL TRAFFIC CONDITIONS STUDY INTERSECTION ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig11B_2030_Assign_PM Year 2030 Trip Assignment Volumes Weekday PM Peak Hour Ada County, Idaho 11B Willow Brook Golf Community TIS October 2022 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario 88 40 55 25 88 4 3 55 70 6 44 6 9 9 22 8 13 35 88 55 Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario 58 92 - STOP SIGN - TRAFFIC SIGNAL - 2030 TOTAL TRAFFIC CONDITIONS STUDY INTERSECTION ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig12A_2030_TT_AM Year 2030 Total Traffic Volumes Weekday AM Peak Hour Ada County, Idaho 12A Willow Brook Golf Community TIS October 2022 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N 44 6 33 1 4 1 4 15 113 71 32 1 87 11 2 186 12 1 56 338 909 3 6 125 4 67 48 85 127 14 10 41 10 41 8 10 113 81 57 940 393 56 Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario 1 74 28 1 35 12 - STOP SIGN - TRAFFIC SIGNAL - 2030 TOTAL TRAFFIC CONDITIONS STUDY INTERSECTION ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig12B_2030_TT_PM Year 2030 Total Traffic Volumes Weekday PM Peak Hour Ada County, Idaho 12B Willow Brook Golf Community TIS October 2022 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N 146 19 88 1 2 4 6 40 83 55 25 1 258 31 2 133 18 10 158 1130 517 4 4 95 19 133 31 61 109 17 14 18 3 46 62 79 122 56 62 745 1002 108 Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario Not Analyzed in this scenario 1 58 21 1 92 36 - STOP SIGN - TRAFFIC SIGNAL - 2030 TOTAL TRAFFIC CONDITIONS STUDY INTERSECTION ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 95 YEAR 2030 TOTAL TRAFFIC CONDITIONS MITIGATION This section highlights the mitigations needed to address each of the intersections not meeting traffic operation standards under the year 2030 total traffic conditions. Appendix R contains the year 2030 mitigated total traffic operational worksheets including findings from the signal warrant analysis. Deep Canyon Drive / SH 16 The Deep Canyon Drive / SH 16 intersection operates acceptably under 2030 total traffic conditions during the weekday AM and PM peak hour, however the critical movement at the intersection is operating at LOS D in the weekday AM peak hour. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. The intersection meets the peak hour, 4-hour, and 8-hour traffic signal volume warrants under 2030 total traffic conditions. The future configuration of this section of SH 16 is currently being determined by an ITD Corridor Plan. SH 44 / Can Ada Road The minor street approach of the SH 44 / Can Ada Road intersection operates over capacity and at LOS F under 2030 total traffic conditions during the weekday AM and PM peak hours. The intersection meets the 4-hour and peak hour traffic signal volume warrants, but not the 8-hour traffic signal volume warrant under 2030 total traffic conditions. This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023, which will not improve operations on the southbound approach of Can Ada Road. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. Table 35 shows how the intersection operates as a traffic signal with left turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2030 total traffic conditions. Table 35 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2030 Total Traffic Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 17 SH 44 & Can Ada Road Traffic Signal 0.83/ 0.85 A/ B 8.9/ 13.2 EBL 0.12 A 4.4 0.26 B 15.2 EBT 0.84 A 7.5 0.58 A 3.9 WBT 0.46 A 7.2 0.90 B 16.8 WBR 0.08 A 5.4 0.12 A 4.6 SBL 0.58 C 21.3 0.73 D 38.1 SBR 0.52 C 21.1 0.41 C 33.3 RCUT - - - EBL 0.06 A 8.5 0.11 B 11.9 SBR 0.26 B 11.1 0.39 C 16.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 35, the intersection operates within ACHD and ITD standards as a traffic signal with turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2030 total traffic conditions. YEAR 2030 TOTAL TRAFFIC CONDITIONS ROADWAY SEGMENT ANALYSIS Peak hour roadway segment volumes were based on the traffic count data collected at the study intersections. The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the 2030 total traffic conditions study roadway segments are summarized in Table 36. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 96 Table 36. Year 2030 Total Traffic Roadway Segment Operations Roadway Segment Classification1 Travel Lanes2 ADT ACHD Peak Hour Std. Volume (One- Way) Weekday AM Peak Hour Weekday PM Peak Hour One-Way Volume/ Direction Meets Std. One- Way Volume/ Direction Meets Std. Main Internal Collector Can Ada to Deep Canyon Collector 2 1,415 D / 425 105 (WB) Yes 130 (EB) Yes Deep Canyon Drive Purple Sage to Can Ada Local 2 200 None 15 (NB) Yes 15 (SB) Yes Can Ada to Aerie 405 30 ( EB) Yes 30 (WB) Yes Aerie to SH 16 3,810 130 ( EB) Yes 165 (WB) Yes Lanktree Gulch Road Can Ada to Wing Local 2 740 None 15 (WB) Yes 35 (EB) Yes Purple Sage Road Blessinger to Can Ada Collector 2 3,065 D / 340 (CHD4) 130 (EB) Yes 175 (WB) Yes Can Ada Road Deep Canyon to Purple Sage Local 2 330 None 10 (NB) Yes 25 (NB) Yes Purple Sage to Lanktree Gulch Collector 4,135 D / 425 185 (SB) Yes 270 (NB) Yes Lanktree Gulch to New Hope 4,990 225 (SB) Yes 290 (NB) Yes New Hope to Floating Feather Minor Arterial 5,015 E / 575 210 (SB) Yes 190 (SB) Yes Floating Feather to SH 44 6,300 195 (SB) Yes 180 (SB) Yes Beacon Light Road SH 16 to Palmer Minor Arterial 2 13,130 E / 575 755 (EB) No 1,045 (WB) No 1Per COMPASS 2040 Functional Street Classification Map (Reference 9) 2Travel lanes include the total number of lanes across the roadway’s respective cross section As shown in Table 36, the roadway segments meet ACHD roadway segment LOS thresholds under 2030 total traffic conditions weekday AM and PM peak hours except for: • Deep Canyon Drive (Purple Sage to SH 16) – ADT • Beacon Light Road (SH 16 to Palmer) – AM and PM Peak Hours YEAR 2030 TOTAL TRAFFIC CONDITIONS ROADWAY SEGMENT MITIGATION Deep Canyon Drive (Aerie to SH 16) This segment of Deep Canyon Drive exceeds the ACHD local road ADT threshold under 2030 total traffic conditions. This segment would meet the AM and PM peak hour LOS D volume thresholds under 2030 total traffic conditions if Deep Canyon Drive were upgraded to a collector roadway. Due to the residential nature of Deep Canyon Drive and the significant front-on housing with driveway access, it is desired to keep Deep Canyon Drive as a local street. In order to meet ACHD local road ADT thresholds under 2030 total traffic conditions, Deep Canyon Drive would need to be disconnected from SH 16. This is not feasible with the connections provided by the current roadway network. The 2045 total traffic (with select roadway improvements) conditions scenario analyzes disconnecting Deep Canyon Drive from SH 16 with the construction of Aerie Way and the Wing Road extension. Beacon Light Road (SH 16 to Palmer) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2030 total traffic conditions in the AM and PM peak hours. This roadway segment is listed in the ACHD CIP to ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 97 be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2030 total traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). YEAR 2045 TOTAL TRAFFIC CONDITIONS The total traffic conditions analysis forecasts how the study area’s transportation system will operate with the traffic generated by full buildout of the proposed Willow Brook Golf Community. Site generated trips for 2045 full buildout were distributed to the roadway system according to the trip assignment shown in Figures 13A and 13B. The 2045 background traffic volumes (Figure 7A and 7B) were added to the site-generated traffic for full buildout (Figure 13A and 13B) to arrive at the Year 2045 total traffic volumes that are shown in Figures 14A and 14B. YEAR 2045 TOTAL TRAFFIC CONDITIONS INTERSECTION OPERATIONS Table 37 presents the traffic operations results for each study intersection and its corresponding lane groups under 2045 total traffic conditions for during the weekday AM and PM peak hours. Figures 14A and 14B show the lane configurations and traffic volumes for Year 2045 total traffic conditions. Appendix S contains the Year 2045 total traffic conditions worksheets. Table 37. Year 2045 Total Traffic Intersection Operations No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 1 Purple Sage Road & Can Ada Road TWSC - - - NBL 0.07 A 7.6 0.20 A 7.9 EBLTR 0.37 B 12.0 1.08 F 108.7 0.65 D 30.1 >1.50 F >300.0 SBL 0.01 A 7.4 0.01 A 7.8 2 Deep Canyon Drive & Aerie Way TWSC - - - NBLR 0.14 A 9.2 0.12 A 9.0 WBL 0.05 A 7.4 0.11 A 7. 3 Aerie Way & SH 16 Not constructed for this scenario. Intersection is analyzed in the 2045 Total Traffic (With Select Roadway Improvements) Conditions scenario 4 Deep Canyon Drive & SH 16 TWSC - - - NBL 0.27 B 12.7 0.37 B 11.3 EBLR 1.44 F 267.1 0.51 C 20.5 5 Lanktree Gulch Road & Can Ada Road TWSC - - - WBLR 0.18 C 14.0 0.32 C 22.0 SBL 0.01 A 7.7 0.04 A 9.0 6 Lanktree Gulch Road & Wing Road Not constructed for this scenario. Intersection is analyzed in the 2045 Total Traffic (With Select Roadway Improvements) Conditions scenario 7 New Hope Road & Can Ada Road AWSC - C/C 15.4/24.5 0.41 B 12.1 0.80 D 28.7 EBLTR 0.16 B 10.2 0.15 B 12.0 0.16 B 11.3 0.50 C 16.4 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 98 0.69 C 18.7 0.77 D 26.7 8 Beacon Light Road & Wing Road TWSC - - - NBT 0.01 A 7.5 0.07 A 9.1 SBLT 0.18 B 12.4 0.29 C 19.8 9 Beacon Light Road & Pollard Road TWSC - - - 0.46 C 19.1 >1.50 F >300.0 EBL 0.01 A 7.7 0.01 A 9.3 WBL 0.04 A 8.5 0.13 A 8.1 0.82 F 63.4 >1.50 F >300.0 10 Beacon Light Road & SH 16 Traffic Signal 1.23/1.39 F/F 91.5/174.7 EBL 0.11 D 53.0 0.68 E 61.5 EBT 1.06 F 135.6 0.36 D 51.6 EBR 1.15 F 170.1 0.40 D 52.3 WBL 1.30 F 246.1 0.52 D 42.5 WBT 0.42 E 57.4 1.11 F 132.4 WBR 0.50 E 58.5 >1.50 F >300.0 NBL 0.84 E 75.8 0.63 D 38.1 NBT 0.51 C 26.2 1.42 F 237.6 NBR 0.26 C 22.0 0.14 C 23.0 SBL 0.65 B 19.4 1.22 F 194.1 SBT 1.15 F 110.1 0.78 D 39.9 SBR 0.01 B 14.2 0.06 C 22.6 11 Beacon Light Road & Palmer Lane TWSC - - - NBLR 0.49 F 50.6 >1.50 F >300.0 WBL 0.04 B 11.0 0.01 A 8.3 12 Floating Feather Road & Can Ada Road Not constructed for this scenario. Intersection is analyzed in the 2045 Total Traffic (With Select Roadway Improvements) Conditions scenario 13 Floating Feather Road & Star Road TWSC - - - NBL 0.68 F 62.9 >1.50 F >300.0 NBR 0.22 B 11.5 0.23 B 10.8 WBL 0.31 A 9.7 0.52 B 11.1 14 Floating Feather Road & Plummer Road TWSC - - - NBLR 0.31 C 15.0 >1.50 F >300.0 WBL 0.04 A 8.8 0.09 A 8.6 15 Floating Feather Road & Pollard Road TWSC - - - WBLR 0.40 C 18.3 0.82 E 45.2 SBL 0.11 A 8.6 0.03 A 8.1 16 Floating Feather Road & Palmer Lane TWSC - - - NBL 0.30 A 8.5 0.32 A 8.3 EBLR 0.36 B 12.1 0.10 A 9.8 17 SH 44 & Can Ada Road TWSC - - - EBL 0.13 A 10.1 0.30 C 17.5 SBLR >1.50 F >300.0 >1.50 F >300.0 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 99 18 SH 44 & Star Road Traffic Signal 1.25/1.39 F/F 83.0/118.0 EBL 0.25 C 22.7 1.35 F 268.3 EBT 1.07 F 90.8 0.90 E 55.2 EBR 0.68 D 36.6 0.66 D 39.0 WBL 1.13 F 148.4 1.05 F 111.6 WBT 0.60 C 28.4 1.22 F 150.3 WBR 0.13 C 21.1 0.17 C 23.9 NBL 1.21 F 164.9 1.38 F 231.3 NBT 0.39 D 42.9 0.59 D 45.3 NBR 0.48 D 44.1 0.36 D 41.0 SBL 0.53 D 39.8 0.40 D 46.8 SBTR 1.19 F 165.1 1.23 F 189.6 19 SH 44 & Plummer Road Traffic Signal 1.28/ 1.35 F/ F 117.6/ 132.2 EBL 0.12 C 23.1 0.69 D 52.4 EBT 1.28 F 173.1 0.88 D 39.7 EBR 0.05 B 19.2 0.07 B 16.1 WBL 0.59 D 38.4 0.60 D 35.1 WBT 0.72 C 31.6 1.38 F 212.4 WBR 0.15 B 19.8 0.35 B 19.3 NBL 0.08 C 30.7 0.28 D 40.1 NBT 0.02 C 29.9 0.21 D 38.6 NBR 0.16 C 31.5 0.35 D 40.6 1.21 F 160.8 1.40 F 254.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As Table 37 shows, all study intersections operate acceptably during the year 2045 total traffic weekday AM and PM peak hours except for: 1. Purple Sage Road & Can Ada Road 4. Deep Canyon Drive & SH 16 9. Beacon Light Road & Pollard Road 10. Beacon Light Road & SH 16 11. Beacon Light Road & Palmer Lane 13. Floating Feather Road & Star Road 14. Floating Feather Road & Plummer Road 17. SH 44 & Can Ada Road 18. SH 44 & Star Road 19. SH 44 & Plummer Road The following intersections operate acceptably during year 2045 total traffic conditions but have one or more lane groups operating at LOS D or worse and require a signal warrant analysis: 5. Lanktree Gulch Road & Can Ada Road 7. New Hope Road & Can Ada Road 15. Floating Feather Road & Pollard Road ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig13A_2045_Assign_AM Year 2045 Trip Assignment Volumes Weekday AM Peak Hour Ada County, Idaho 13A Willow Brook Golf Community TIS October 2022 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 5 3 129 18 64 9 21 17 67 34 21 10 42 10 135 84 15 31 84 21 10 169 42 21 86 5 11 174 94 190 21 10 45 58 31 13 42 63 26 21 94 190 148 21 10 73 32 16 16 32 71 32 142 16 No site traffic in this scenario No site traffic in this scenario No site traffic in this scenario No site traffic in this scenario No site traffic in this scenario ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:11am - Layout Tab: Fig13B_2045_Assign_PM Year 2045 Trip Assignment Volumes Weekday PM Peak Hour Ada County, Idaho 13B Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL No site traffic in this scenario No site traffic in this scenario No site traffic in this scenario No site traffic in this scenario 4 7 108 15 161 23 18 42 168 28 18 26 105 26 112 70 38 26 211 53 26 140 35 18 217 13 9 145 237 158 18 26 77 66 79 33 35 53 22 53 237 158 123 18 26 184 26 39 39 26 178 26 119 39 No site traffic in this scenario ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:12am - Layout Tab: Fig14A_2045_TT_AM Year 2045 Total Traffic Volumes Weekday AM Peak Hour Ada County, Idaho 14A Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 1 129 56 1 64 26 101 27 67 1 40 22 18 44 214 135 89 1 9 48 140 113 39 26 3 402 5 40 134 78 181 36 13 375 58 23 [PHONE REDACTED] 7 14 246 7 168 87 140 316 34 19 56 13 56 11 9 91 62 198 324 40 91 45 12 82 490 40 80 29 1053 33 57 600 108 101 140 185 222 302 75 292 159 160 183 337 65 77 747 415 172 443 86 265 470 301 [PHONE REDACTED] 456 151 27 38 992 19 24 484 399 93 98 5 8 246 79 417 [PHONE REDACTED] 6 21 249 231 134 86 112 227 188 109 127 91 75 411 1065 28 29 6 268 83 13 107 40 ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:12am - Layout Tab: Fig14B_2045_TT_PM Year 2045 Total Traffic Volumes Weekday PM Peak Hour Ada County, Idaho 14B Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 1 108 43 1 161 71 281 75 168 1 31 25 38 111 176 112 74 1 310 218 157 61 31 9 5 190 8 164 579 126 517 95 29 280 59 31 311 1312 601 15 10 198 33 350 57 100 275 38 33 24 4 62 84 94 361 67 166 246 91 388 107 110 150 316 78 94 67 819 55 103 1284 278 139 172 120 182 584 222 470 304 156 110 237 112 160 670 416 209 967 113 455 425 303 104 [PHONE REDACTED] 315 115 22 442 19 5 1303 470 131 16 5 3 72 146 1153 94 125 625 43 70 129 123 172 493 643 218 109 35 319 265 24 1323 615 73 61 56 139 62 27 485 110 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 104 YEAR 2045 TOTAL TRAFFIC CONDITIONS MITIGATION This section highlights the mitigations needed to address each of the intersections not meeting traffic operation standards under the year 2045 total traffic conditions. Appendix T contains the year 2045 mitigated total traffic operational worksheets including findings from the signal warrant analysis. Purple Sage Road & Can Ada Road The minor street approaches of the Purple Sage Road / Can Ada Road intersection operate over capacity and at LOS F under 2045 total traffic conditions during the weekday PM peak hour. The intersection meets the 4-hour and peak hour traffic signal volume warrants, but not the 8-hour traffic signal volume warrant under 2045 total traffic conditions. The Mid-Star CIP includes adding turn lanes to this intersection in the 2030-2040 timeframe, but that will not mitigate the intersection in this scenario. The Willow Brook Golf Community site plan shows this intersection as a single lane roundabout. Table 38 shows how the intersection of Purple Sage Road / Can Ada Road operates as a traffic signal with left turn lanes and a single lane roundabout under 2045 total traffic conditions. Table 38 Purple Sage Road / Can Ada Road Intersection Mitigation Operations – 2045 Total Traffic Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 1 Purple Sage Road / Can Ada Road Single Lane Roundabout 0.27/ 0.50 A/ A 5.0/ 7.3 0.17 A 4.3 0.50 A 8.6 0.21 A 5.0 0.23 A 6.5 0.07 A 4.4 0.08 A 5.2 EBLTR 0.27 A 5.7 0.30 A 6.0 Traffic Signal with Left Turn Lanes 0.42/ 0.66 B/ B 14.0/ 16.2 EBL 0.04 B 11.0 0.07 B 11.0 EBTR 0.75 B 17.1 0.77 B 18.1 WBL 0.35 B 10.4 0.31 B 11.3 WBTR 0.16 B 10.0 0.15 B 11.3 NBL 0.26 B 13.0 0.63 B 16.9 NBTR 0.31 B 14.0 0.70 B 17.3 SBL 0.01 B 15.5 0.01 B 16.9 SBTR 0.32 B 17.1 0.32 B 18.5 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 38, the intersection operates within ACHD standards as a single lane roundabout or a traffic signal with left turn lanes under 2045 total traffic conditions. Deep Canyon Drive & SH 16 The minor street approach of the Deep Canyon Drive / SH 16 intersection operates over capacity and at LOS F under 2045 total traffic conditions during the weekday AM peak hour. The intersection meets the peak hour traffic signal volume warrants under 2045 background conditions and meets the 4-hour and 8- hour traffic signal volume warrants under 2045 total traffic conditions. The future configuration of this section of SH 16 is currently being determined by an ITD Corridor Plan. A traffic signal with one through lane in the northbound and southbound direction does not mitigate the intersection. To fully mitigate the intersection, SH 16 needs to be widened to two through lanes in each direction. Table 39 shows how the intersection of Deep Canyon Drive / SH 16 operates as a traffic signal ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 105 with turn lanes and SH 16 widened to two through lanes in each direction under 2045 total traffic conditions. Table 39 Deep Canyon Dr / SH 16 Intersection Mitigation Operations – 2045 Total Traffic Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 4 Deep Canyon Dr & SH 16 Traffic Signal 0.64/ 0.66 B/ A 14.8/ 9.6 EBLR 0.83 C 24.9 0.79 C 21.2 NBL 0.37 B 10.5 0.59 A 8.4 NBT 0.22 A 4.8 0.72 A 6.6 SBT 0.83 B 16.5 0.61 B 12.6 SBR 0.06 A 8.8 0.03 A 9.8 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 39, the intersection operates within ACHD and ITD standards as traffic signal with turn lanes and SH 16 widened to two through lanes in each direction under 2045 total traffic conditions. As shown later in the 2045 total traffic (with select roadway improvements) conditions analysis, the intersection is also mitigated by adding the Aerie Way and Wing Road connections. Lanktree Gulch Road & Can Ada Road The Lanktree Gulch Road / Can Ada Road intersection operates acceptably under 2045 total traffic conditions during the weekday AM and PM peak hour, however the critical movement at the intersection is operating at LOS F in the weekday PM peak hour. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 total traffic conditions. New Hope Road & Can Ada Road The New Hope Road / Can Ada Road intersection operates acceptably under 2045 total traffic conditions during the weekday AM and PM peak hour, however the critical movement at the intersection is operating at LOS E in the weekday PM peak hour. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 total traffic conditions. Beacon Light Road & Pollard Road As shown in Figures 12A and 12B, no Willow Brook site trips are assigned to this intersection under 2045 total traffic conditions. Therefore, the mitigations needed at this intersection are the same as identified in the 2045 background conditions mitigations section. Beacon Light Road & SH 16 The intersection of Beacon Light Road / SH 16 is projected to operate over capacity and at LOS F under 2045 total traffic conditions during the weekday AM and PM peak hour. In addition, several movements/lane groups are projected to operate over capacity and at LOS F during the weekday AM and PM peak hours. The Spring Valley development was conditioned with improvements to this intersection. Table 40 shows how the intersection of Beacon Light Road / SH 16 operates as with the ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 106 northbound and southbound approaches widened to two through lanes and a second westbound right turn lane added under 2045 total traffic conditions. Table 40. Beacon Light Rd / SH 16 Intersection Mitigation Operations – 2045 Total Traffic Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 10 Beacon Light Road & SH 16 Traffic Signal 0.84/ 0.86 C/ D 36.7/ 38.1 EBL 0.07 C 34.7 0.46 D 36.2 EBT 0.80 D 51.1 0.25 D 35.1 EBR 0.87 E 59.9 0.28 D 35.5 WBL 0.67 D 40.3 0.40 C 30.5 WBT 0.29 C 34.9 0.87 D 51.4 WBR 0.12 C 22.6 0.64 C 33.4 NBL 0.46 C 28.2 0.42 C 23.9 NBT 0.44 C 31.3 0.90 D 44.4 NBR 0.42 C 31.8 0.17 C 25.9 SBL 0.67 C 23.3 0.69 D 36.5 SBT 0.86 D 36.7 0.50 C 30.8 SBR 0.01 C 20.3 0.08 C 25.5 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 40, the intersection operates within ACHD and ITD standards with the northbound and southbound approaches widened to two through lanes and a second westbound right turn lane added under 2045 total traffic conditions. Beacon Light Road & Palmer Lane The minor street approach of the Beacon Light Road / Palmer Lane intersection operates over capacity and at LOS F under 2045 total traffic conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036- 2040. Due to the high eastbound and westbound volumes, the intersection does not operate within standards as a single lane roundabout or a traffic signal with turn lanes. In order to meet standards, Beacon Light Road would need to be widened to two through lanes at the intersection. Table 41 shows how the intersection of Beacon Light Road / Palmer Lane operates as a multi-lane roundabout or a traffic signal with turn lanes and the eastbound and westbound approaches widened to two through lanes under 2045 total traffic conditions. Table 41 Beacon Light Road / Palmer Lane Intersection Mitigation Operations – 2045 Total Traffic Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 11 Beacon Light Road / Palmer Lane Multi-Lane Roundabout 0.41/ 0.55 A/ A 6.0/ 7.6 NBLR 0.18 B 11.5 0.18 A 6.2 WBLT 0.20 A 4.3 0.55 A 9.0 EBLR 0.41 A 6.5 0.17 A 4.0 Traffic Signal 0.52/ 0.66 A/ A 6.6/ 5.9 EBT 0.65 A 7.8 0.28 A 5.7 EBR 0.03 A 5.1 0.03 A 4.9 WBL 0.07 A 5.4 0.01 A 4.1 WBT 0.24 A 3.0 0.66 A 4.9 NBL 0.14 B 15.5 0.53 B 16.5 NBR 0.24 B 16.2 0.11 B 14.0 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 107 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 41, the intersection operates within ACHD standards as a multi-lane roundabout or a traffic signal with turn lanes and the eastbound and westbound approaches widened to two through lanes under 2045 total traffic conditions. Floating Feather Road & Star Road As shown in Figures 12A and 12B, no Willow Brook site trips are assigned to this intersection under 2045 total traffic conditions. Therefore, the mitigations needed at this intersection are the same as identified in the 2045 background conditions mitigations section. Floating Feather Road & Plummer Road As shown in Figures 12A and 12B, no Willow Brook site trips are assigned to this intersection under 2045 total traffic conditions. Therefore, the mitigations needed at this intersection are the same as identified in the 2045 background conditions mitigations section. SH 44 & Can Ada Road The minor street approach of the SH 44 / Can Ada Road intersection operates over capacity and at LOS F under 2045 total traffic conditions during the weekday AM and PM peak hour. The intersection meets the 4-hour and peak hour traffic signal volume warrants under existing conditions and meets the 8-hour traffic signal volume warrant under 2045 background conditions. This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023, which will not improve operations on the southbound approach of Can Ada Road. Table 42 shows how the intersection operates as a traffic signal with the eastbound and westbound approaches widened to two through lanes and with turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2045 total traffic conditions. Table 42 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2045 Total Traffic Conditions 7 Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 17 SH 44 & Can Ada Road Traffic Signal 0.75/ 0.80 A/ B 9.3/ 13.7 EBL 0.18 A 7.1 0.31 B 11.0 EBT 0.68 A 7.5 0.46 A 6.1 WBT 0.46 B 10.6 0.84 B 17.3 WBR 0.27 A 10.0 0.44 B 10.7 SBL 0.74 B 15.5 0.81 C 23.8 SBR 0.45 B 13.0 0.34 B 17.0 RCUT - - - EBL 0.12 A 9.4 0.29 C 17.2 SBR 0.63 C 17.5 1.00 F 75.2 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 42, the intersection operates within ACHD and ITD standards as a traffic signal with the eastbound and westbound approaches widened to two through lanes and with turn lanes under 2045 total traffic conditions. The intersection does not operate within ACHD and ITD standards as an RCUT with SH 44 widened to 4 lanes. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 108 SH 44 & Star Road The intersection of SH 44 / Star Road operates over capacity and at LOS F under 2045 total traffic conditions during the weekday AM and PM peak hour. Additionally, several lane groups are over capacity and at LOS F during the AM and PM peak hours. This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified in the CIP does not fully mitigate the intersection in this scenario. Table 43 shows how the intersection operates as a traffic signal with left and right turn lanes, two through lanes in the eastbound and westbound direction, and dual left turn lanes in the northbound direction under 2045 total traffic conditions. Table 43. SH 44 / Star Rd Intersection Mitigation Operations – 2045 Total Traffic Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 18 SH 44 & Star Road Traffic Signal 0.75/ 0.82 C/ C 30.3/ 31.5 EBL 0.20 B 16.8 0.71 C 34.1 EBT 0.68 C 28.3 0.54 C 26.2 EBR 0.82 D 45.8 0.52 A 6.8 WBL 0.62 C 23.8 0.78 D 41.0 WBT 0.36 B 20.0 0.85 C 33.9 WBR 0.15 B 18.2 0.22 C 23.2 NBL 0.76 C 23.4 0.87 D 48.4 NBT 0.47 C 25.0 0.67 C 33.5 NBR 0.57 C 25.8 0.41 B 17.5 SBL 0.56 C 23.7 0.40 C 31.5 SBT 0.88 C 34.7 0.85 D 44.6 SBR 0.20 C 24.5 0.46 D 37.8 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 43, the intersection operates within ACHD and ITD standards with the eastbound and westbound approaches widened to two through lanes and dual northbound left turn lanes under 2045 total traffic conditions. SH 44 & Plummer Road The minor street approaches of SH 44 / Plummer Road operate over capacity and at LOS F under 2045 total traffic conditions during the weekday AM and PM peak hours. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2022 existing conditions. This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. Table 44 shows how the intersection operates as an expanded traffic signal with left and right turn lanes, two through lanes in the eastbound and westbound direction, and dual left turn lanes in the southbound direction under 2045 total traffic conditions. Table 44. SH 44 / Plummer Rd Intersection Mitigation Operations – 2045 Total Traffic Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 19 SH 44 & Plummer Road Traffic Signal 0.69/ 0.76 C/ C 21.3/ 24.0 EBL 0.08 B 11.4 0.34 B 17.6 EBT 0.81 C 20.7 0.57 B 16.4 EBR 0.06 B 12.2 0.08 B 12.4 WBL 0.24 B 14.2 0.31 B 12.4 WBT 0.45 B 14.0 0.87 C 24.6 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 109 WBR 0.18 B 12.3 0.42 B 14.7 NBL 0.16 C 26.6 0.30 C 26.3 NBT 0.08 C 28.7 0.47 C 32.4 NBR 0.65 D 35.0 0.77 D 38.6 SBL 0.85 C 32.7 0.81 D 43.1 SBT 0.10 C 20.5 0.24 C 27.2 SBR 0.24 C 21.4 0.35 C 28.2 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 44, the intersection operates within ACHD and ITD standards with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes under 2045 total traffic conditions. YEAR 2045 TOTAL TRAFFIC CONDITIONS ROADWAY SEGMENT ANALYSIS Peak hour roadway segment volumes were based on the traffic count data collected at the study intersections. The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the study roadway segments are summarized in Table 45. Table 45. Year 2045 Total Traffic Conditions Roadway Segment Operations Roadway Segment Classification1 Travel Lanes2 ADT ACHD Peak Hour Std. Volume (One-Way) Weekday AM Peak Hour Weekday PM Peak Hour One-Way Volume/ Direction Meets Std. One-Way Volume/ Direction Meets Std. Main Internal Collector Can Ada to Deep Canyon Collector 2 2,750 D / 425 220 (WB) Yes 275 (EB) Yes Deep Canyon Drive Purple Sage to Can Ada Local 2 270 None 20 (NB) Yes 20 (SB) Yes Can Ada to Aerie 885 55 ( EB) Yes 65 (WB) Yes Aerie to SH 16 7,445 260 ( EB) Yes 325 (WB) Yes Aerie Way Deep Canyon to SH 16 Not constructed for this scenario. Segment is analyzed in the 2045 Total Traffic (With Select Roadway Improvements) Conditions scenario Lanktree Gulch Road Can Ada to Wing Local 2 2,760 None 80 (WB) Yes 125 (EB) Yes Purple Sage Road Blessinger to Can Ada Collector 2 6,660 D / 340 (CHD4) 275 (EB) Yes 380 (WB) No Can Ada Road Deep Canyon to Purple Sage Local 2 1,440 None 60 (SB) Yes 110 (NB) Yes Purple Sage to Lanktree Gulch Collector 8,205 D / 425 390 (SB) Yes 570 (NB) No Lanktree Gulch to New Hope 10,110 490 (SB) No 685 (NB) No New Hope to Floating Feather Minor Arterial 12,250 E / 575 470 (SB) Yes 455 (NB) Yes Floating Feather to SH 44 16,225 470 (SB) Yes 455 (NB) Yes Wing Road Lanktree Gulch to Beacon Light No Site Traffic in this Scenario, Results Same As 2045 Background Conditions New Hope Road Can Ada to Wing No Site Traffic in this Scenario, Results Same As 2045 Background Conditions Beacon Light Road Wing to Pollard No Site Traffic in this Scenario, Results Same As 2045 Background Conditions Pollard to SH 16 SH 16 to Palmer Minor Arterial 2 17,515 E / 575 1,010 (EB) No 1,415 (WB) No Palmer to Linder 17,205 1,030 (EB) No 1,310 (WB) No ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 110 Pollard Road Beacon Light to Floating Feather No Site Traffic in this Scenario, Results Same As 2045 Background Conditions Floating Feather Road Can Ada to Star Not constructed for this scenario. Segment is analyzed in the 2045 Total Traffic (With Select Roadway Improvements) Conditions scenario Star to Plummer No Site Traffic in this Scenario, Results Same As 2045 Background Conditions Plummer to Pollard Pollard to SH 16 SH 16 to Palmer Minor Arterial 2 4,730 E / 575 420 (WB) Yes 515 (WB) Yes Star Road Floating Feather to SH 44 No Site Traffic in this Scenario, Results Same As 2045 Background Conditions SH 44 to Joplin Minor Arterial 2/ 3 23,205 E / 575 925 (SB) No 930 (NB) No Plummer Road Floating Feather to SH 44 No Site Traffic in this Scenario, Results Same As 2045 Background Conditions 1Per COMPASS 2040 Functional Street Classification Map (Reference 9) 2Travel lanes include the total number of lanes across the roadway’s respective cross section As shown in Table 45, all the roadway segments that receive Willow Brook site traffic meet ACHD roadway segment LOS thresholds under 2045 total traffic conditions weekday AM and PM peak hours except for: • Deep Canyon Drive (Purple Sage to SH 16) – ADT • Lanktree Gulch Road (Can Ada to Wing) – ADT • Purple Sage Road (Blessinger to Can Ada) – PM Peak Hour • Can Ada Road (Purple Sage to Lanktree Gulch) – AM and PM Peak Hour • Can Ada Road (Lanktree Gulch to New Hope) – AM and PM Peak Hour • Beacon Light Road (SH 16 to Palmer) – AM and PM Peak Hour • Beacon Light Road (Palmer to Linder) – AM and PM Peak Hour • Star Road (SH 44 to Joplin) – AM and PM Peak Hour YEAR 2045 TOTAL TRAFFIC CONDITIONS ROADWAY SEGMENT MITIGATION Deep Canyon Drive (Purple Sage to SH 16) This segment of Deep Canyon Drive exceeds the ACHD local road ADT threshold under 2045 total traffic conditions. This segment would meet the AM and PM peak hour LOS D volume thresholds under 2045 total traffic conditions if Deep Canyon Drive were upgraded to a collector roadway. Due to the residential nature of Deep Canyon Drive and the significant front-on housing with driveway access, it is desired to keep Deep Canyon Drive as a local street. In order to meet ACHD local road ADT thresholds under 2045 total traffic conditions, Deep Canyon Drive would need to be disconnected from SH 16. This is not feasible with the connections provided by the current roadway network. The 2045 total traffic (with select roadway improvements) conditions scenario analyzes disconnecting Deep Canyon Drive from SH 16 with the construction of Aerie Way and the Wing Road extension. Lanktree Gulch Road (Can Ada to Wing) This segment of Lanktree Gulch Road exceeds the ACHD local road ADT threshold under 2045 total traffic conditions. This segment would meet the AM and PM peak hour LOS D volume thresholds under 2045 total traffic conditions if Lanktree Gulch Road were upgraded to a collector roadway. Though there is sporadic front on housing along the segment, upgrading Lanktree Gulch Road to a collector roadway is an option as development continues in the area. This segment serves as a key connection between Can Ada Road and residential areas. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 111 Purple Sage Road ( Blessinger to Can Ada This segment of Can Ada Road exceeds the CHD4 LOS D volume threshold for collectors under 2045 total traffic (with select roadway improvements) conditions in the PM peak hour. This roadway segment has limited right-of-way with front on housing and is limited to a maximum of a 3-lane section. Widening to 3- lanes would increase the LOS D threshold to 490 VPH, which would bring the segment to within CHD4 standards. Can Ada Road (Purple Sage to Lanktree Gulch) This segment of Can Ada Road exceeds the ACHD LOS D volume threshold for collectors under 2045 total traffic conditions in the AM and PM peak hours. Can Ada Road is currently a minor arterial from SH 44 to New Hope Road. This designation should be extended to Purple Sage Road to accommodate increasing traffic volumes as development occurs in the area. This would increase the LOS E volume threshold to 575, which would accommodate 2045 total traffic volumes. Additionally, the Willow Brook developer has identified the need for improvements to this section of Can Ada Road to accommodate traffic from the Willow Brook development. The developer should work with ACHD and CHD4 to determine potential options to improve safety and operations related to the topography and tight curves that currently exist on this segment. Can Ada Road (Lanktree Gulch to New Hope) This segment of Can Ada Road exceeds the ACHD LOS D volume threshold for collectors under 2045 total traffic conditions in the AM and PM peak hours. Can Ada Road is currently a minor arterial from SH 44 to New Hope Road. This designation should be extended to Purple Sage Road to accommodate increasing traffic volumes as development occurs in the area. This would increase the LOS E volume threshold to 575, which would accommodate 2045 total traffic volumes. Additionally, the Willow Brook developer has identified the need for improvements to this section of Can Ada Road to accommodate traffic from the Willow Brook development. The developer should work with ACHD and CHD4 to determine potential options to improve safety and operations related to the topography and tight curves that currently exist on this segment. Beacon Light Road (SH 16 to Palmer) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic conditions in the AM and PM peak hours. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 total traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Beacon Light Road (Palmer to Linder) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic conditions in the AM and PM peak hours. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 total traffic volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Star Road (SH 44 to Joplin) This segment of Star Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic conditions in the AM and PM peak hours. The roadway segment is listed in the ACHD CIP to be ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 112 widened to a 5-lane section in the 2031-2035 timeframe. This would bring the LOS E threshold to 1,540 VPH, which would accommodate 2045 total traffic volumes. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 113 YEAR 2045 TOTAL TRAFFIC CONDITIONS (WITH SELECT ROADWAY IMPROVEMENTS) The year 2045 total traffic (with select roadway improvements) analysis identifies how the study area’s transportation system will operate in the future year with the proposed Willow Brook Golf Community in place, and with select roadway improvements constructed. This scenario includes the following roadway improvements: • Floating Feather Road constructed between Munger Road and Can Ada Road • Floating Feather Road realignment constructed between Pollard Road and Palmer Lane • Wing Road constructed between Beacon Light Road and Lanktree Gulch Road • Aerie Way constructed between SH 16 and Deep Canyon Drive Site generated trips for 2045 full buildout with select roadway improvements were distributed to the roadway system according to the trip assignment shown in Figures 14A and 14B. The 2045 background (with select roadway improvements) traffic volumes (Figures 8A and 8B) were added to the site-generated traffic for full buildout (Figures 15A and 15B) to arrive at the Year 2045 total traffic (with select roadway improvements) volumes that are shown in Figures 16A and 16B. YEAR 2045 TOTAL TRAFFIC CONDITIONS (WITH SELECT ROADWAY IMPROVEMENTS) INTERSECTION OPERATIONS Table 46 presents the traffic operations results for each study intersection and its corresponding lane groups under 2045 total traffic conditions (with select roadway improvements) for during the weekday AM and PM peak hours. Figures 16A and 16B show the lane configurations and traffic volumes for Year 2045 total traffic (with select roadway improvements) conditions. Appendix U contains the Year 2045 total traffic conditions (with select roadway improvements) worksheets. Table 46. Year 2045 Total Traffic (with Select Roadway Improvements) Intersection Operations No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 1 Purple Sage Road & Can Ada Road TWSC - - - NBL 0.07 A 7.5 0.20 A 7.9 EBLTR 0.37 B 11.8 1.00 F 82.9 0.53 C 23.2 1.46 F >300.0 SBL 0.01 A 7.4 0.01 A 7.6 2 Deep Canyon Drive & Aerie Way TWSC - - - 0.13 A 9.5 0.12 A 9.9 EBL 0.01 A 7.3 0.01 A 7.3 WBL 0.03 A 7.3 0.07 A 7.4 0.0 A 9.8 0.10 B 11.0 3A Aerie Way & SH 16 West Rdbt Roundabout 0.21/ 0.12 A/ A 3.7/ 3.2 0.07 A 3.0 0.12 A 3.2 0.21 A 3.8 0.10 A 3.2 0.01 A 4.2 0.01 A 3.2 EBLTR 0.06 A 4.6 0.05 A 3.3 3B Aerie Way & Roundabout 0.39/ 0.61 A/ A 2.2/ 1.9 NBL 0.02 A 3.0 0.08 A 3.8 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 114 SH 16 East Rdbt NBR 0.39 A 0.0 0.61 A 0.0 WBLT 0.22 A 4.1 0.20 A 4.1 EBTR 0.09 A 3.4 0.16 A 4.8 3C Aerie Way & SH 16 SB Ramp Free 3D Aerie Way & SH 16 NB Ramp TWSC - - - WBR 0.09 B 10.5 0.66 D 42.0 4 Deep Canyon Drive & SH 16 TWSC - - - NBL 0.14 B 12.2 0.23 B 10.2 EBLR 0.86 F 79.8 0.31 C 16.8 5 Lanktree Gulch Road & Can Ada Road TWSC - - - WBLR 0.14 B 12.6 0.23 C 18.2 SBL 0.01 A 7.6 0.03 A 8.8 6 Lanktree Gulch Road & Wing Road TWSC - - - NBLR 0.08 B 9.6 0.23 B 11.1 WBL 0.03 A 7.5 0.03 A 7.6 7 New Hope Road & Can Ada Road AWSC - B/C 12.6/19.7 0.32 B 10.7 0.63 C 18.5 EBLTR 0.15 A 9.7 0.13 B 10.9 0.15 B 10.8 0.42 B 13.7 0.60 B 14.5 0.62 C 17.4 8 Beacon Light Road & Wing Road TWSC - - - NBT 0.04 A 7.7 0.19 A 10.0 SBLT 0.40 C 15.0 0.98 F 91.1 9 Beacon Light Road & Pollard Road TWSC - - - 0.53 C 24.8 >1.50 F >300.0 EBL 0.01 A 7.7 0.01 A 9.4 WBL 0.04 A 8.8 0.14 A 8.3 0.99 F 158 >1.50 F >300.0 10 Beacon Light Road & SH 16 Traffic Signal 1.16/1.33 F/F 92.2/91.2 EBL 0.11 D 52.1 0.68 E 61.0 EBT 1.06 F 133.2 0.37 D 51.0 EBR 1.38 F 259.3 0.53 D 53.9 WBL 1.19 F 197.9 0.52 D 41.8 WBT 0.41 E 55.6 1.11 F 131.9 WBR 0.45 E 56.0 >1.50 F >300.0 NBL 0.92 F 98.6 0.59 C 30.5 NBT 0.50 C 26.9 1.37 F 216.6 NBR 0.27 C 23.0 0.14 C 23.6 SBL 0.62 B 19.4 1.12 F 163.6 SBT 1.07 F 83.7 0.76 D 42.1 SBR 0.01 B 15.0 0.07 C 25.8 11 Beacon Light Road & Palmer Lane TWSC - - - NBL 0.49 F 50.6 >1.50 F >300.0 WBLR 0.04 B 11.0 0.01 A 8.3 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 115 12 Floating Feather Road & Can Ada Road TWSC - - - WBLR 0.06 C 15.4 0.17 C 16.4 SBL 0.03 A 7.9 0.03 B 8.3 13 Floating Feather Road & Star Road TWSC - - - NBL 0.84 F 104.2 >1.50 F >300.0 NBR 0.26 B 11.8 0.31 B 11.4 WBL 0.36 B 10.1 0.56 B 11.6 14 Floating Feather Road & Plummer Road TWSC - - - NBLR 0.33 C 25.3 >1.50 F >300.0 WBL 0.04 A 8.9 0.09 A 8.6 15 Floating Feather Road & Pollard Road TWSC - - - EBL 0.17 A 8.1 0.20 A 8.6 SBL 0.59 C 24.4 0.66 C 22.0 16 Floating Feather Road & Palmer Lane TWSC - - - NBL 0.31 A 8.6 0.34 A 8.4 EBLR 0.40 B 12.6 0.13 A 9.8 17 SH 44 & Can Ada Road TWSC - - - EBL 0.13 A 10.0 0.29 C 16.9 SBLR >1.50 F >300.0 >1.50 F >300.0 18 SH 44 & Star Road Traffic Signal 1.21/1.38 F/F 83.0/115.3 EBL 0.27 C 26.0 1.35 F 239.1 EBT 1.09 F 104.5 0.86 D 49.1 EBR 0.68 D 40.8 0.63 D 36.3 WBL 1.14 F 158.9 0.99 F 94.5 WBT 0.62 C 32.5 1.19 F 135.4 WBR 0.14 C 24.1 0.16 C 23.4 NBL 1.11 F 132.6 1.39 F 235.9 NBT 0.38 D 42.6 0.67 D 50.2 NBR 0.42 D 43.2 0.34 D 42.5 SBL 0.49 D 39.6 0.44 D 47.0 SBTR 1.15 F 147.5 1.29 F 213.2 19 SH 44 & Plummer Road Traffic Signal 1.28/ 1.34 F/ F 115.3/ 128.3 EBL 0.12 C 22.3 0.69 D 52.3 EBT 1.26 F 162.2 0.86 D 37.5 EBR 0.05 B 19.2 0.07 B 16.6 WBL 0.59 D 38.4 0.55 C 31.3 WBT 0.69 C 30.3 1.37 F 205.4 WBR 0.16 B 19.9 0.37 C 20.1 NBL 0.08 C 30.7 0.27 D 39.2 NBT 0.02 C 29.9 0.21 D 37.9 NBR 0.16 C 31.5 0.34 D 39.8 1.23 F 168.7 1.39 F 249.5 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 116 As Table 46 shows, all study intersections operate acceptably during the year 2045 total traffic (with select roadway improvements) weekday AM and PM peak hours except for: 1. Purple Sage Road & Can Ada Road 9. Beacon Light Road & Pollard Road 10. Beacon Light Road & SH 16 11. Beacon Light Road & Palmer Lane 13. Floating Feather Road & Star Road 14. Floating Feather Road & Plummer Road 17. SH 44 & Can Ada Road 18. SH 44 & Star Road 19. SH 44 & Plummer Road The following intersections operate acceptably during year 2045 background conditions but have one or more lane groups operating at LOS D or worse and require a signal warrant analysis: 4. Deep Canyon Drive & SH 16 8. Beacon Light Road & Wing Road ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:12am - Layout Tab: Fig15A_2045_Assign_AM-build Year 2045 Trip Assignment (with Select Roadway Improvements) Traffic Volumes Weekday AM Peak Hour Ada County, Idaho 15A Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 13 3 3 1 1 3 3 26 1 1 28 77 14 2 3 11 39 6 21 13 52 26 21 10 42 10 105 84 36 9 72 18 3 16 5 8 65 16 10 131 33 21 52 13 26 3 5 105 73 3 148 16 8 3 5 5 5 11 11 24 32 5 24 47 26 10 8 21 32 53 16 16 76 153 116 21 10 58 32 16 16 32 3 55 21 111 11 5 5 10 5 3 34 21 69 10 ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:12am - Layout Tab: Fig15B_2045_Assign_PM-build Year 2045 Trip Assignment (with Select Roadway Improvements) Traffic Volumes Weekday PM Peak Hour Ada County, Idaho 15B Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 33 2 2 3 3 2 2 22 3 3 24 65 36 4 3 9 97 14 18 33 131 22 18 26 105 26 87 70 89 22 60 15 7 13 4 20 163 41 26 109 27 18 132 33 22 7 4 88 184 7 123 13 20 7 4 4 13 9 9 42 35 13 59 40 66 26 20 18 26 44 13 39 191 127 97 18 26 145 26 39 39 26 7 138 18 92 9 4 13 26 4 7 86 18 57 26 ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:12am - Layout Tab: Fig16A_2045_TT_AM-build Year 2045 Total Traffic (with Select Roadway Improvements) Traffic Volumes Weekday AM Peak Hour Ada County, Idaho 16A Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 19 500 591 91 1068 2 5 3 41 498 1 56 1 28 77 1 14 8 18 34 1 39 15 1 101 23 52 1 33 22 18 44 214 105 89 1 39 23 28 77 38 29 11 48 140 113 39 26 3 432 11 40 148 78 162 27 12 338 45 23 71 412 1096 4 7 149 7 144 54 105 298 29 16 58 13 56 16 6 96 62 198 334 40 91 45 12 82 500 40 80 29 1032 33 57 574 113 101 164 185 222 350 75 286 170 155 183 359 65 77 737 404 162 438 86 206 41 35 415 18 2 269 [PHONE REDACTED] 456 135 27 38 992 19 24 484 415 93 98 5 8 278 88 395 180 264 974 6 21 260 249 134 91 107 114 127 227 188 91 78 52 268 118 95 107 56 ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:12am - Layout Tab: Fig16B_2045_TT_PM-build Year 2045 Total Traffic (with Select Roadway Improvements) Traffic Volumes Weekday PM Peak Hour Ada County, Idaho 16B Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 52 1250 915 147 541 4 3 2 33 147 3 227 1 24 65 1 36 23 14 26 1 97 43 1 281 66 131 1 25 25 38 111 176 87 74 1 99 61 73 67 44 61 316 218 157 61 31 9 5 215 12 164 617 126 473 73 28 249 45 28 188 1364 634 8 5 120 33 307 48 75 248 33 26 30 4 56 88 71 374 67 166 255 91 388 107 110 150 324 78 94 67 784 55 103 1253 291 139 231 120 182 623 222 457 331 143 110 254 112 160 661 408 200 954 113 379 30 25 358 36 24 277 104 [PHONE REDACTED] 275 115 22 442 19 5 1303 500 131 16 5 3 98 171 1095 94 116 589 43 70 138 138 172 507 630 39 319 218 109 265 31 172 139 89 109 485 155 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 121 YEAR 2045 TOTAL TRAFFIC CONDITIONS (WITH SELECT ROADWAY IMPROVEMENTS) MITIGATION This section highlights the mitigations needed to address each of the intersections not meeting traffic operation standards under the year 2045 total traffic (with select roadway improvements) conditions. Appendix V contains the year 2045 mitigated total traffic (with select roadway improvements) operational worksheets including findings from the signal warrant analysis. Purple Sage Road & Can Ada Road The minor street approaches of the Purple Sage Road / Can Ada Road intersection operate over capacity and at LOS F under 2045 total traffic (with select roadway improvements) conditions during the weekday PM peak hour. The intersection meets the 4-hour and peak hour traffic signal volume warrants, but not the 8-hour traffic signal volume warrant under 2045 total traffic (with select roadway improvements) conditions. The Mid-Star CIP includes adding turn lanes to this intersection in the 2030-2040 timeframe, but that will not mitigate the intersection in this scenario. The Willow Brook Golf Community site plan shows this intersection as a single lane roundabout. Table 47 shows how the intersection of Purple Sage Road / Can Ada Road operates as a traffic signal with left turn lanes and a single lane roundabout under 2045 total traffic (with select roadway improvements) conditions. Table 47 Purple Sage Road / Can Ada Road Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 1 Purple Sage Road / Can Ada Road Single Lane Roundabout 0.26/ 0.47 A/ A 4.8/ 7.0 0.16 A 4.2 0.47 A 8.2 0.18 A 4.7 0.20 A 6.3 0.06 A 4.2 0.07 A 5.2 EBLTR 0.26 A 5.4 0.30 A 5.8 Traffic Signal with Left Turn Lanes 0.38/ 0.65 B/ B 13.9/ 15.6 EBL 0.04 B 10.8 0.07 B 10.9 EBTR 0.74 B 16.8 0.77 B 17.8 WBL 0.28 B 10.4 0.25 B 11.2 WBTR 0.18 B 10.2 0.15 B 11.4 NBL 0.25 B 12.8 0.62 B 16.1 NBT 0.25 B 13.4 0.56 B 15.4 SBL 0.01 B 15.2 0.01 B 16.6 SBTR 0.28 B 16.7 0.28 B 18.0 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 47, the intersection operates within ACHD standards as a single lane roundabout or a traffic signal with left turn lanes under 2045 total traffic (with select roadway improvements) conditions. Deep Canyon Drive & SH 16 The Deep Canyon Drive / SH 16 intersection operates acceptably under 2045 total traffic (with select roadway improvements) conditions during the weekday AM and PM peak hour, however the critical movement at the intersection is operating at LOS F in the weekday AM peak hour. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 122 The intersection meets the peak hour, 4-hour, and 8-hour traffic signal volume warrants under 2045 total traffic (with select roadway improvements) conditions. The future configuration of this section of SH 16 is currently being determined by an ITD Corridor Plan. Beacon Light Road & Wing Road The Beacon Light Road / Wing Road intersection operates acceptably under 2045 total traffic (with select roadway improvements) conditions during the weekday AM and PM peak hour, however the critical movement at the intersection is operating at LOS F in the weekday PM peak hour. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. The intersection meets the peak hour, 4-hour, and 8-hour traffic signal volume warrants under 2045 total traffic (with select roadway improvements) conditions. Beacon Light Road & Pollard Road The minor street approaches of the Beacon Light Road / Pollard Road 16 intersection operate over capacity and at LOS F under 2045 total traffic (with select roadway improvements) conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background (with select roadway improvements) conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This identified improvement does not bring the intersection to within ACHD standards in this scenario. A multi- lane roundabout with two lanes in the eastbound and westbound direction is required to bring the intersection within standards. Table 48 shows how the intersection of Beacon Light Road / Pollard Road operates as a multi-lane roundabout or a traffic signal with left turn lanes and a westbound right turn lane under 2045 total traffic (with select roadway improvements) conditions. Table 48 Beacon Light Rd / Pollard Ln Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 9 Beacon Light Road / Pollard Road Multi Lane Roundabout 0.31/ 0.77 A/ C 5.5/ 14.3 0.31 A 8.9 0.77 C 17.6 0.12 A 3.8 0.62 B 14.3 0.18 A 4.9 0.28 B 14.0 EBLTR 0.22 A 5.2 0.12 A 4.4 Traffic Signal 0.62/ 0.90 B/ C 18.2/ 27.4 EBL 0.01 B 11.1 0.04 B 18.9 EBTR 0.84 C 21.7 0.47 C 20.0 WBL 0.16 B 12.0 0.37 B 13.9 WBT 0.26 B 11.1 0.90 C 31.0 WBR 0.15 B 10.5 0.22 B 13.9 NBL 0.03 B 16.5 0.63 C 23.2 NBTR 0.73 C 23.0 0.89 D 41.8 SBL 0.36 B 15.3 0.31 C 23.5 SBTR 0.17 B 15.2 0.12 C 24.3 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 48, the intersection operates within ACHD standards as a multi-lane roundabout or a traffic signal with left turn lanes and a westbound right turn lane under 2045 total traffic (with select roadway improvements) conditions. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 123 Beacon Light Road & SH 16 The intersection of Beacon Light Road / SH 16 is projected to operate over capacity and at LOS E/F under 2045 total traffic (with select roadway improvements) conditions during the weekday AM and PM peak hour. In addition, several movements/lane groups are projected to operate over capacity and at LOS F during the weekday AM and PM peak hours. The Spring Valley development was conditioned with improvements to this intersection. Table 49 shows how the intersection of Beacon Light Road / SH 16 operates as with the northbound and southbound approaches widened to two through lanes and dual westbound right turn lanes under 2045 total traffic (with select roadway improvements) conditions. Table 49. Beacon Light Rd / SH 16 Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 10 Beacon Light Road & SH 16 Traffic Signal 0.79/ 0.88 C/ D 29.1/ 46.2 EBL 0.06 C 25.9 0.53 D 40.6 EBT 0.74 D 35.8 0.27 D 38.8 EBR 0.83 D 42.1 0.31 D 39.5 WBL 0.56 C 27.4 0.43 C 34.6 WBT 0.27 C 25.8 0.90 E 60.1 WBR 0.11 B 16.1 0.74 D 45.7 NBL 0.45 C 24.0 0.51 C 29.2 NBT 0.44 C 25.7 0.90 D 51.9 NBR 0.45 C 26.2 0.17 C 30.7 SBL 0.62 B 18.8 0.74 D 50.3 SBT 0.87 C 31.3 0.53 D 39.0 SBR 0.01 B 17.3 0.09 C 32.4 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 49, the intersection operates within ACHD and ITD standards with the northbound and southbound approaches widened to two through lanes and dual westbound right turn lanes under 2045 total traffic (with select roadway improvements) conditions. Beacon Light Road & Palmer Lane The minor street approach of the Beacon Light Road / Palmer Lane intersection operates over capacity and at LOS F under 2045 total traffic (with select roadway improvements) conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background (with select roadway improvements) conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. Due to the high eastbound and westbound volumes, the intersection does not operate within standards as a single lane roundabout or a traffic signal with turn lanes. In order to meet standards, Beacon Light Road would need to be widened to two through lanes at the intersection. Table 50 shows how the intersection of Beacon Light Road / Palmer Lane operates as a multi-lane roundabout or a traffic signal with turn lanes and the eastbound and westbound approaches widened to two through lanes under 2045 total traffic (with select roadway improvements) conditions. Table 50 Beacon Light Road / Palmer Lane Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 11 0.41/ A/ 6.0/ NBLR 0.18 B 11.5 0.18 A 6.2 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 124 Beacon Light Road / Palmer Lane Mulit-Lane Roundabout 0.55 A 7.6 WBLT 0.20 A 4.3 0.55 A 9.0 EBLR 0.41 A 6.5 0.17 A 4.0 Traffic Signal 0.54/ 0.66 A/ A 6.9/ 5.9 EBT 0.69 A 8.3 0.28 A 5.7 WBR 0.03 A 5.3 0.03 A 4.9 WBL 0.08 A 5.7 0.01 A 4.1 WBT 0.25 A 3.2 0.66 A 4.9 NBL 0.13 B 14.5 0.53 B 16.5 NBR 0.23 B 15.1 0.11 B 14.0 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 50, the intersection operates within ACHD standards as a multi-lane roundabout or a traffic signal with turn lanes and the eastbound and westbound approaches widened to two through lanes under 2045 total traffic (with select roadway improvements) conditions. Floating Feather Road & Star Road The minor street approach of the Floating Feather Road / Star Road intersection operates over capacity and at LOS F under 2045 total traffic (with select roadway improvements) conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background (with select roadway improvements) conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. Table 51 shows how the intersection of Floating Feather Road / Star Road operates as a single-lane roundabout or a traffic signal with left turn lanes under 2045 total traffic (with select roadway improvements) conditions. Table 51 Floating Feather Road / Star Road Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 13 Floating Feather Road / Star Road Single Lane Roundabout 0.51/ 0.81 A/ B 8.1/ 14.1 NBLR 0.27 A 5.9 0.34 A 6.2 WBTR 0.40 A 7.0 0.80 C 17.9 EBLT 0.51 B 10.6 0.49 B 12.9 Traffic Signal 0.59/ 0.81 B/ B 11.6/ 16.2 EBT 0.48 B 13.0 0.40 B 19.8 EBR 0.68 B 15.0 0.73 C 24.0 EBL 0.58 A 7.5 0.81 B 14.0 EBT 0.08 A 3.6 0.22 A 4.6 NBL 0.36 B 14.0 0.42 B 18.7 NBR 0.65 B 16.7 0.79 C 23.8 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 51, the intersection operates within ACHD standards as a single lane roundabout or a traffic signal with left turn lanes under 2045 total traffic (with select roadway improvements) conditions. Floating Feather Road & Plummer Road The minor street approach of the Floating Feather Road / Plummer Road intersection operates over capacity and at LOS F under 2045 total traffic (with select roadway improvements) conditions during the weekday PM peak hour. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2045 background (with select roadway improvements) conditions. The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. Table 52 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 125 shows how the intersection of Floating Feather Road / Plummer Road operates as a single-lane roundabout or a traffic signal with left turn lanes under 2045 total traffic (with select roadway improvements) conditions. Table 52 Floating Feather Road / Plummer Road Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 14 Floating Feather Road / Plummer Road Single Lane Roundabout 0.44/ 0.59 A/ A 6.2/ 9.0 NBLR 0.16 A 4.7 0.43 A 7.6 WBLT 0.12 A 4.1 0.59 B 12.5 EBTR 0.44 A 7.1 0.38 A 6.5 Traffic Signal 0.33/ 0.70 A/ B 9.1/ 12.0 EBT 0.36 A 8.0 0.39 B 12.3 EBR 0.71 B 10.5 0.72 B 15.4 WBL 0.08 A 5.1 0.20 A 8.0 WBT 0.11 A 3.5 0.52 A 7.8 NBL 0.37 B 11.9 0.80 B 15.3 NBR 0.26 B 11.4 0.16 A 9.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 52, the intersection operates within ACHD standards as a single lane roundabout or a traffic signal with left turn lanes under 2045 total traffic (with select roadway improvements) conditions. SH 44 & Can Ada Road The minor street approach of the SH 44 / Can Ada Road intersection operates over capacity and at LOS F under 2045 total traffic (with select roadway improvements) conditions during the weekday AM and PM peak hours. The intersection meets the 4-hour and peak hour traffic signal volume warrants under existing conditions and meets the 8-hour traffic signal volume warrant under 2045 background (with select roadway improvements) conditions. This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023, which will not improve operations on the southbound approach of Can Ada Road. Table 53 shows how the intersection operates as a traffic signal with the eastbound and westbound approaches widened to two through lanes and with turn lanes or as an RCUT with SH 44 widened to 4 lanes under 2045 total traffic (with select roadway improvements) conditions. Table 53 SH 44 / Can Ada Rd Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 17 SH 44 & Can Ada Road Traffic Signal 0.73/ 0.79 A/ B 9.2/ 12.8 EBL 0.18 A 6.7 0.29 B 10.3 EBT 0.67 A 7.0 0.46 A 5.7 WBT 0.45 B 10.2 0.83 B 16.1 WBR 0.24 A 9.4 0.37 A 9.8 SBL 0.70 B 15.2 0.79 C 22.2 SBR 0.48 B 13.3 0.36 B 17.2 RCUT - - - EBL 0.12 A 9.3 0.28 C 16.6 SBR 0.59 C 16.2 0.94 F 60.4 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 126 seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 53, the intersection operates within ACHD and ITD standards as a traffic signal with the eastbound and westbound approaches widened to two through lanes and with turn lanes under 2045 total traffic (with select roadway improvements) conditions. The intersection operates within ACHD standards but exceed ITD desired operational thresholds as an RCUT with SH 44 widened to 4 lanes. SH 44 & Star Road The intersection of SH 44 / Star Road operates over capacity and at LOS F under 2045 total traffic (with select roadway improvements) conditions during the weekday AM and PM peak hour. Additionally, several lane groups are over capacity and at LOS F during the AM and PM peak hours. This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified in the CIP does not fully mitigate the intersection in this scenario. Table 54 shows how the intersection operates as a traffic signal with left and right turn lanes, two through lanes in the eastbound and westbound direction, and dual left turn lanes in the northbound direction under 2045 total traffic (with select roadway improvements) conditions. Table 54. SH 44 / Star Rd Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 18 SH 44 & Star Road Traffic Signal 0.77/ 0.83 C/ D 30.2/ 37.1 EBL 0.29 C 25.5 0.64 C 28.0 EBT 0.65 C 29.7 0.62 C 30.9 EBR 0.59 B 10.7 0.86 D 48.8 WBL 0.80 D 50.9 0.63 C 23.4 WBT 0.39 C 24.2 0.85 D 35.3 WBR 0.16 C 22.0 0.22 C 23.4 NBL 0.82 D 51.7 0.87 D 52.6 NBT 0.39 C 31.4 0.68 C 33.3 NBR 0.44 B 19.4 0.35 C 28.9 SBL 0.47 C 26.9 0.40 C 31.6 SBT 0.90 D 50.0 0.84 D 47.6 SBR 0.19 C 31.4 0.43 D 36.9 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 54, the intersection operates within ACHD and ITD standards with the eastbound and westbound approaches widened to two through lanes and dual northbound left turn lanes under 2045 total traffic (with select roadway improvements) conditions. SH 44 & Plummer Road The minor street approaches of SH 44 / Plummer Road operate over capacity and at LOS F under 2045 total traffic (with select roadway improvements) conditions during the weekday AM and PM peak hours. The intersection meets the 8-hour, 4-hour, and peak hour traffic signal volume warrants under 2022 existing conditions. This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. Table 55 shows how the intersection operates as an expanded traffic signal with left and right turn lanes, two through lanes in the eastbound ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 127 and westbound direction, and dual left turn lanes in the southbound direction under 2045 total traffic (with select roadway improvements) conditions. Table 55. SH 44 / Plummer Rd Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 19 SH 44 & Plummer Road Traffic Signal 0.68/ 0.69 C/ B 21.2/ 18.3 EBL 0.08 B 11.6 0.40 C 28.1 EBT 0.79 B 19.9 0.43 B 10.4 EBR 0.06 B 12.5 0.07 A 8.1 WBL 0.24 B 14.3 0.30 B 16.7 WBT 0.42 B 14.2 0.68 B 13.4 WBR 0.18 B 12.6 0.35 A 9.9 NBL 0.16 C 27.8 0.44 D 35.2 NBT 0.08 C 29.9 0.47 C 34.4 NBR 0.66 D 36.7 0.76 D 40.3 SBL 0.81 C 30.7 0.80 D 42.1 SBT 0.10 C 20.9 0.14 C 20.1 SBR 0.23 C 21.8 0.21 C 20.7 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 55, the intersection operates within ACHD and ITD standards as a traffic signal with the eastbound and westbound approaches widened to two through lanes and dual southbound left turn lanes under 2045 total traffic (with select roadway improvements) conditions. YEAR 2045 TOTAL TRAFFIC CONDITIONS (WITH SELECT ROADWAY IMPROVEMENTS) ROADWAY SEGMENT ANALYSIS Peak hour roadway segment volumes were based on the traffic count data collected at the study intersections. The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the study roadway segments are summarized in Table 56. Table 56. Year 2045 Total Traffic (With Select Roadway Improvements) Conditions Roadway Segment Operations Roadway Segment Classification 1 Travel Lanes2 ADT ACHD Peak Hour Std. Volume (One-Way) Weekday AM Peak Hour Weekday PM Peak Hour One-Way Volume/ Direction Meets Std. One-Way Volume/ Direction Meets Std. Main Internal Collector Can Ada to Deep Canyon Collector 2 2,750 D / 425 220 (WB) Yes 235 (EB) Yes Deep Canyon Drive Purple Sage to Can Ada Local 2 270 None 20 (NB) Yes 20 (SB) Yes Can Ada to Aerie 815 50 ( EB) Yes 60 (WB) Yes Aerie to SH 16 4,465 155 ( EB) Yes 195 (WB) Yes Aerie Way Deep Canyon to SH 16 Minor Arterial 2 1,200 E / 575 50 (EB) Yes 60 (WB) Yes Lanktree Gulch Road Can Ada to Wing Local 2 2,210 None 65 (WB) Yes 100 (EB) Yes Purple Sage Road Blessinger to Can Ada Collector 2 6,660 D / 340 (CHD4) 275 (EB) Yes 380 (WB) No Can Ada Road Deep Canyon to Purple Sage Local 2 1,310 None 55 (SB) Yes 100 (NB) Yes ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 128 Purple Sage to Lanktree Gulch Collector 7,560 D / 425 355 (SB) Yes 525 (NB) No Lanktree Gulch to New Hope 8,930 435 (SB) No 605 (NB) No New Hope to Floating Feather Minor Arterial 10,770 E / 575 450 (SB) Yes 400 (SB) Yes Floating Feather to SH 44 14,620 435 (SB) Yes 410 (SB) Yes Wing Road Lanktree Gulch to Beacon Light Local 2 6,385 None 215 (SB) Yes 325 (NB) Yes New Hope Road Can Ada to Wing Minor Arterial 2 4,130 E / 575 225 (EB) Yes 215 (WB) Yes Beacon Light Road Wing to Pollard Minor Arterial 2 9,745 E / 575 445 (EB) Yes 640 (WB) No Pollard to SH 16 14,350 685 (EB) No 905 (WB) No SH 16 to Palmer 17,515 1,010 (EB) No 1,415 (WB) No Palmer to Linder 17,205 1,030 (EB) No 1,310 (WB) No Pollard Road Beacon Light to Floating Feather Collector 2 6,110 D / 425 305 (NB) Yes 690 (NB) No Floating Feather Road Can Ada to Star Minor Arterial 2 3,600 E / 575 405 (EB) Yes 360 (WB) Yes Star to Plummer 14,065 535 (EB) Yes 845 (WB) No Plummer to Pollard 8,435 415 (EB) Yes 585 (WB) No Pollard to SH 16 4,070 300 (EB) Yes 295 (WB) Yes SH 16 to Palmer 4,730 420 (WB) Yes 515 (WB) Yes Star Road Floating Feather to SH 44 Collector 2/3 16,070 D / 425 605 (SB) No 805 (SB) No SH 44 to Joplin Minor Arterial 2/3 23,205 E / 575 925 (SB) No 930 (NB) No Plummer Road Floating Feather to SH 44 Collector 2 14,690 D / 425 620 (SB) Yes 495 (SB) Yes 1Per COMPASS 2040 Functional Street Classification Map (Reference 9) 2Travel lanes include the total number of lanes across the roadway’s respective cross section As shown in Table 56, all the roadway segments meet ACHD roadway segment LOS thresholds under 2045 total traffic (with select roadway improvements) conditions weekday AM and PM peak hours except for: • Deep Canyon Drive (Purple Sage to SH 16) – ADT • Lanktree Gulch Road (Can Ada to Wing) – ADT • Purple Sage Road ( Blessinger to Can Ada) – PM Peak Hour • Wing Road (Lanktree Gulch to Beacon Light – ADT • Can Ada Road (Purple Sage to Lanktree Gulch) – PM Peak Hour • Can Ada Road (Lanktree Gulch to New Hope) – AM and PM Peak Hour • Beacon Light Road (Wing to Pollard) – PM Peak Hour • Beacon Light Road (Pollard to SH 16) – AM and PM Peak Hour • Beacon Light Road (SH 16 to Palmer) – AM and PM Peak Hour • Beacon Light Road (Palmer to Linder) – AM and PM Peak Hour • Pollard Road (Beacon Light to Floating Feather – PM Peak Hour • Floating Feather Road (Star to Plummer) - PM Peak Hour • Floating Feather Road (Plummer to Pollard) - PM Peak Hour • Star Road ( Floating Feather to SH 44) – AM and PM Peak Hour • Star Road (SH 44 to Joplin) – AM and PM Peak Hour • Plummer Road (Floating Feather to SH 44 ) – AM and PM Peak Hour ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 129 YEAR 2045 TOTAL TRAFFIC (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS ROADWAY SEGMENT MITIGATION Deep Canyon Drive (Purple Sage to SH 16) This segment of Deep Canyon Drive exceeds the ACHD local road ADT threshold under 2045 total traffic (with select roadway improvements) conditions. This segment would meet the AM and PM peak hour LOS D volume thresholds under 2045 total traffic (with select roadway improvements) conditions if Deep Canyon Drive were upgraded to a collector roadway. Due to the residential nature of Deep Canyon Drive and the significant front-on housing with driveway access, it is desired to keep Deep Canyon Drive as a local street. With the construction of Aerie Way and the Wing Road extension, Deep Canyon Drive could be disconnected from SH 16 and traffic would use arterial roads at Aerie Way and Beacon Light Road to access SH 16. With this disconnect, Deep Canyon Drive would meet ACHD’s local road ADT threshold under 2045 total traffic (with select roadway improvements) conditions. Figures 17A and17B show the redirected volumes that result from disconnecting Deep Canyon Drive from SH 16. Table 57 shows how the intersections of Deep Canyon Drive / Aerie Way, Aerie Way / SH 16, Lanktree Gulch Road / Wing Road, Beacon Light Road / Wing Road, Beacon Light Road / Pollard Road, and Beacon Light Road / SH 16 would operate if Deep Canyon Drive is disconnected from SH 16 under 2045 total traffic (with select roadway improvements) conditions. This analysis assumes any mitigations identified for each of these intersections under this scenario are in place. Table 57. Deep Canyon Dr / SH 16 Disconnected Intersection Mitigation Operations – 2045 Total Traffic (with select roadway improvements) Conditions No. Intersection Intersection Control Intersection AM/PM Lane Group Weekday AM Peak Hour Weekday PM Peak Hour V/C LOS Delay V/C LOS Delay V/C LOS Delay 2 Deep Canyon Drive & Aerie Way TWSC - - - 0.15 B 10.2 0.13 B 10.4 EBL 0.03 A 7.3 0.02 A 7.3 WBL 0.02 A 7.3 0.04 A 7.3 0.09 B 10.2 0.26 B 11.7 3A Aerie Way & SH 16 West Rdbt Roundabout 0.23/ 0.13 A/ A 4.2/ 3.5 0.08 A 3.1 0.13 A 3.4 0.23 A 4.0 0.12 A 3.4 0.01 A 4.3 0.01 A 3.4 EBLTR 0.17 A 5.8 0.10 A 3.7 3B Aerie Way & SH 16 East Rdbt Roundabout 0.39/ 0.61 A/ A 2.4/ 2.1 NBL 0.05 A 3.3 0.14 A 4.3 NBR 0.39 A 0.0 0.61 A 0.0 WBLT 0.23 A 4.5 0.21 A 4.5 EBTR 0.10 A 3.5 0.17 A 4.9 3C Aerie Way & SH 16 SB Ramp Free 3D Aerie Way & SH 16 NB Ramp TWSC - - - WBR 0.10 B 10.6 0.69 D 32.3 6 Lanktree Gulch Road & Wing Road TWSC - - - NBLR 0.14 B 10.6 0.40 B 13.5 WBL 0.06 A 7.7 0.06 A 7.7 8 Beacon Light Road / Wing Road TWSC - - - EBL 0.04 A 7.8 0.23 B 10.7 SBL 0.44 C 18.0 0.88 F 88.4 SBR 0.11 A 9.3 0.22 B 13.5 9 Beacon Light Road / Pollard Road Single Lane Roundabout 0.29/ 0.71 A/ B 5.5/ 7.2 0.29 A 8.4 0.33 A 1.5 0.13 A 3.8 0.71 C 7.2 0.19 A 5.3 0.35 C 1.3 EBLTR 0.25 A 5.5 0.15 A 0.6 ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 130 Traffic Signal 0.41/ 0.66 A/ A 7.2/ 9.7 EBL 0.01 A 6.3 0.02 B 11.8 EBTR 0.51 A 7.4 0.24 A 7.7 WBL 0.10 A 8.6 0.34 B 10.3 WBT 0.18 A 6.0 0.61 A 9.4 WBR 0.18 A 6.1 0.24 A 7.7 NBL 0.02 A 6.6 0.52 B 10.8 NBTR 0.44 A 7.5 0.69 B 11.0 SBL 0.24 A 9.1 0.20 B 14.1 SBTR 0.14 A 6.3 0.07 A 7.4 10 Beacon Light Road & SH 16 Traffic Signal 0.78/ 0.88 D/ D 38.5/ 45.2 EBL 0.06 C 33.7 0.53 D 40.6 EBT 0.67 D 44.3 0.27 D 38.9 EBR 0.74 D 41.9 0.44 D 41.7 WBL 0.58 C 34.8 0.44 C 34.9 WBT 0.19 C 32.7 0.88 E 57.2 WBR 0.15 C 32.2 0.73 D 45.2 NBL 0.61 D 32.1 0.68 C 31.0 NBT 0.41 D 36.1 0.85 D 49.1 NBR 0.47 D 37.8 0.18 C 32.5 SBL 0.65 C 27.3 0.61 D 40.8 SBT 0.85 D 43.0 0.54 D 44.1 SBR 0.01 C 26.2 0.10 D 37.4 V/C ratio is defined as vehicle-to-capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stands for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 57, disconnecting Deep Canyon Drive from SH 16 will not require any additional mitigations beyond those already identified under 2045 total traffic (with select roadway improvements) conditions. ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:12am - Layout Tab: Fig17A_2045_TT_AM-build-ReRt Year 2045 Total Traffic (with Select Roadway Improvements) Traffic Volumes Traffic Rerouted from Disconnecting Deep Canyon Drive from SH 16 - Weekday AM Peak Hour Ada County, Idaho 17A Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 26 -5 -3 3 5 53 28 -28 7 14 7 14 -14 -14 -7 14 16 10 32 21 53 26 -52 26 53 -3 -5 -105 26 -26 -53 53 53 26 No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Future Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:12am - Layout Tab: Fig17B_2045_TT_PM-build-ReRt Year 2045 Total Traffic (with Select Roadway Improvements) Traffic Volumes Traffic Rerouted from Disconnecting Deep Canyon Drive from SH 16 - Weekday PM Peak Hour Ada County, Idaho 17B Willow Brook Golf Community TIS January 2023 Figure N LANE CONFIGURATIONS VOLUMES Floating Feather Road / Pollard Road 15 LANE CONFIGURATIONS VOLUMES Beacon Light Road / SH 16 10 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Palmer Lane 16 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Palmer Lane 11 LANE CONFIGURATIONS VOLUMES SH 44 / Can Ada Road 17 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Can Ada Road 12 LANE CONFIGURATIONS VOLUMES SH 44 / Star Road 18 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Star Road 13 LANE CONFIGURATIONS VOLUMES SH 44 / Plummer Lane 19 LANE CONFIGURATIONS VOLUMES Floating Feather Road / Plummer Lane 14 LANE CONFIGURATIONS VOLUMES New Hope Road / Can Ada Road 7 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / SH 16 4 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Wing Road 8 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Can Ada Road 5 LANE CONFIGURATIONS VOLUMES Beacon Light Road / Pollard Road 9 LANE CONFIGURATIONS VOLUMES Lanktree Gulch Road / Wing Road 6 LANE CONFIGURATIONS VOLUMES Purple Sage Road / Can Ada Road 1 LANE CONFIGURATIONS VOLUMES Deep Canyon Drive / Aerie Way 2 LANE CONFIGURATIONS VOLUMES Aerie Way / SH 16 3 N - STOP SIGN - TRAFFIC SIGNAL 66 -4 -7 7 4 44 23 -23 17 35 17 12 -12 -35 -17 12 39 26 26 18 44 66 -132 66 44 -7 -4 -88 66 -66 -44 44 44 66 No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic No Rerouted Traffic ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 133 Purple Sage Road (Blessinger to Can Ada) This segment of Can Ada Road exceeds the CHD4 LOS D volume threshold for collectors under 2045 total traffic (with select roadway improvements) conditions in the PM peak hour. This roadway segment has limited right-of-way with front on housing and is limited to a maximum of a 3-lane section. Widening to 3- lanes would increase the LOS D threshold to 490 VPH, which would bring the segment to within CHD4 standards. Can Ada Road (Purple Sage to Lanktree Gulch) This segment of Can Ada Road exceeds the ACHD LOS E volume threshold for collectors under 2045 total traffic (with select roadway improvements) conditions in the PM peak hour. Can Ada Road is currently a minor arterial from SH 44 to New Hope Road. This designation should be extended to Purple Sage Road to accommodate increasing traffic volumes as development occurs in the area. This would increase the LOS E volume threshold to 575, which would accommodate 2045 total traffic (with select roadway improvements) volumes. Additionally, the Willow Brook developer has identified the need for improvements to this section of Can Ada Road to accommodate traffic from the Willow Brook development. The developer should work with ACHD and CHD4 to determine potential options to improve safety and operations related to the topography and tight curves that currently exist on this segment. Can Ada Road (Lanktree Gulch to New Hope) This segment of Can Ada Road exceeds the ACHD LOS E volume threshold for collectors under 2045 total traffic (with select roadway improvements) conditions in the AM and PM peak hours. Can Ada Road is currently a minor arterial from SH 44 to New Hope Road. This designation should be extended to Purple Sage Road to accommodate increasing traffic volumes as development occurs in the area. This would increase the LOS E volume threshold to 575, which would accommodate 2045 total traffic (with select roadway improvements) volumes. Additionally, the Willow Brook developer has identified the need for improvements to this section of Can Ada Road to accommodate traffic from the Willow Brook development. The developer should work with ACHD and CHD4 to determine potential options to improve safety and operations related to the topography and tight curves that currently exist on this segment. Wing Road (Lanktree Gulch to Beacon Light) This segment of Wing Road exceeds the ACHD local road ADT threshold under 2045 total traffic (with select roadway improvements) conditions. This segment would meet the AM and PM peak hour LOS D volume thresholds under 2045 total traffic (with select roadway improvements) conditions if Wing Road were upgraded to a collector roadway. Upgrading Wing Road to a collector roadway is an option as development continues in the area. This segment serves as a key connection between Beacon Light Road and planned residential areas. Beacon Light Road (Wing to Pollard) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the PM peak hour. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 total traffic (with select roadway improvements) volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 134 Beacon Light Road (Pollard to SH 16) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the PM peak hour. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 total traffic (with select roadway improvements) volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Beacon Light Road (SH 16 to Palmer) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the AM and PM peak hours. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 total traffic (with select roadway improvements) volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Beacon Light Road (Palmer to Linder) This segment of Beacon Light Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the AM and PM peak hours. This roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 total traffic (with select roadway improvements) volumes. To bring this segment to within standards, Beacon Light Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Pollard Road (Beacon Light to Floating Feather) This segment of Pollard Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the PM peak hour. The roadway segment is not currently listed for widening in the ACHD CIP. To bring this segment to within standards, Pollard Road would need to be widened to a 3-lane section (LOS E threshold of 720 VPH). Floating Feather Road (Star to Plummer) This segment of Floating Feather Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the PM peak hour. The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would still be exceeded by 2045 total traffic (with select roadway improvements) traffic volumes. To bring this segment to within standards, Floating Feather Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Floating Feather Road (Plummer to Pollard) This segment of Floating Feather Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the PM peak hour. The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the LOS E threshold to 720 VPH, which would accommodate 2045 total traffic (with select roadway improvements) conditions traffic volumes. Star Road (Floating Feather to SH 44) This segment of Star Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the AM and PM peak hours. The roadway ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 135 segment is not currently listed for widening in the ACHD CIP. To bring this segment to within standards, this segment of Star Road would need to be widened to a 5-lane section (LOS E threshold of 1,540 VPH). Star Road (SH 44 to Joplin) This segment of Star Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the AM and PM peak hours. The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the LOS E threshold to 1,540 VPH, which would accommodate 2045 total traffic (with select roadway improvements) conditions traffic volumes. Plummer Road (Floating Feather to SH 44) This segment of Plummer Road exceeds the ACHD LOS E volume threshold for minor arterials under 2045 total traffic (with select roadway improvements) conditions in the PM peak hour. The roadway segment is not currently listed for widening in the ACHD CIP. To bring this segment to within standards, Plummer Road would need to be widened to a 3-lane section (LOS E threshold of 720 VPH). ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 136 MITIGATION TIMING & THRESHOLD EVALUATION For each of the mitigations identified, the number of site development units and approximate year of need for the mitigation was evaluated. It should be noted that most mitigations are needed to address background conditions, so the site development may only trigger the need for the mitigation earlier. Table 58 shows the recommended mitigations and thresholds. Appendix W contains the worksheets of the analysis used to determine the approximate year of need of intersection mitigations. Table 58 Mitigation Threshold Evaluation Intersection/ Roadway Existing Need? 2045 Background Need? Percent of PM Peak Site Traffic at Buildout PM Peak Site Trips Mitigation Need Proposed Mitigation Approx. Year of Need Estimated Units Built and Site Trips at Time of Need 1. Purple Sage Road / Can Ada Road No No 58% 535 WB approach exceeds V/C policy Single Lane Roundabout or Traffic Signal 2043 91% 720 AM 1,002 PM 4. Deep Canyon Drive / SH 16 No No 16% 384 EB approach exceeds V/C policy if Aerie Way and Wing Road are not constructed Construct Aerie Way and Wing Road extension or Widened Traffic Signal 2040 78% 617 AM 859 PM 9. Beacon Light Road / Pollard Road No Yes 2% 44 WB approaches exceeds V/C policy Multi-Lane Roundabout or Traffic Signal 2025 13% 103 AM 143 PM 10. Beacon Light Road / SH 16 No Yes 8% 307 Intersection exceeds V/C policy Widened Traffic Signal 2026 17% 137 AM 191 PM 11. Beacon Light Road / Palmer Lane No Yes 4% 66 NB left turn movement exceeds V/C policy Multi-Lane Roundabout or Traffic Signal 2038 70% 549 AM 763 PM 13. Floating Feather Road / Star Road No Yes 10% 99 NB left turn movement exceeds V/C policy Single Lane Roundabout or Traffic Signal 2032 43% 343 AM 477 PM 14. Floating Feather Road / Plummer Road No Yes 2% 22 NB approach exceeds V/C policy Single Lane Roundabout or Traffic Signal 2032 43% 343 AM 477 PM 17. SH 44 / Can Ada Road No Yes 18% 285 SB approach exceeds V/C policy Traffic Signal or RCUT 2025 13% 103 AM 143 PM 18. SH 44 / Star Road No Yes 9% 252 Intersection exceeds V/C policy Widened Traffic Signal 2028 26% 206 AM 286 PM 19. SH 44 / Plummer Road No Yes 3% 99 NB and SB approaches exceed V/C policy Traffic Signal or RCUT 2024 9% 71 AM 99 PM Deep Canyon Drive (Purple Sage to SH 16) No Yes 71% ADT 5,270 ADT Exceeds ADT threshold for local roads if Aerie Way and Wing Road extension are not constructed Construct Aerie Way and Wing Road extension or Upgrade to Collector (not desired) 2024 9% 71 AM 99 PM No No 72% ADT 3,205 ADT Exceeds ADT threshold for local roads with Aerie Way and Wing Road extension constructed Disconnect Deep Canyon Drive from SH 16 2027 22% 172 AM 238 PM Lanktree Gulch Road (Can Ada to Wing) No Yes 53% ADT 2,250 ADT Exceeds ADT threshold for local roads Upgrade to Collector 2026 17% 137 AM 191 PM Wing Road (Lanktree Gulch to Beacon Light) No Yes 30% ADT 1,910 ADT Exceeds ADT threshold for local roads with Aerie Way and Wing Road Upgrade to a Collector 2026 17% 137 AM 191 PM ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 137 extension constructed Can Ada (Purple Sage to Lanktree Gulch) No No 34% 180 Exceeds segment LOS threshold Upgrade to Minor Arterial 2040 78% 617 AM 859 PM Can Ada (Lanktree Gulch to New Hope) No No 34% 205 Exceeds segment LOS threshold Upgrade to Minor Arterial 2037 65% 515 AM 715 PM Beacon Light Road (Wing to Pollard) No Yes 11% 92 Exceeds segment LOS threshold Widen to 5 Lanes 2031 39% 309 AM 429 PM Beacon Light Road (Pollard to SH 16) No Yes 7% 85 Exceeds segment LOS threshold Widen to 5 Lanes 2031 39% 309 AM 429 PM Beacon Light Road (SH 16 to Palmer) No Yes 2% 35 Exceeds segment LOS threshold Widen to 5 Lanes 2024 9% 69 AM 95 PM Beacon Light Road (Palmer to Linder) No Yes 3% 40 Exceeds segment LOS threshold Widen to 5 Lanes 2025 13% 103 AM 143 PM Pollard Road (Beacon Light to Floating Feather) No Yes 1% 5 Exceeds segment LOS threshold Widen to 3 Lanes 2034 52% 412 AM 572 PM Floating Feather Road (Star to Plummer) No Yes 5% 40 Exceeds segment LOS threshold Widen to 5 Lanes 2034 52% 412 AM 572 PM Floating Feather Road (Plummer to Pollard) No Yes 0% 0 Exceeds segment LOS threshold Widen to 3 Lanes 2044 96% 755 AM 1,049 PM Star Road (Floating Feather to SH 44) No Yes 5% 40 Exceeds segment LOS threshold Widen to 5 Lanes 2026 17% 137 AM 191 PM Star Road (SH 44 to Joplin Road) No Yes 12% 110 Exceeds segment LOS threshold Widen to 5 Lanes 2025 13% 103 AM 143 PM Plummer Road (Floating Feather to SH 44) No Yes 2% 10 Exceeds segment LOS threshold Widen to 3 Lanes 2039 74% 583 AM 811 PM ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 138 YEAR 2045 TOTAL TRAFFIC QUEUING An analysis of the 95th percentile queuing at the study intersections and site accesses. Table 59 shows the projected queue under 2045 total traffic (with select roadway improvements) conditions. Queuing was analyzed with existing lane configuration and intersection control and with the proposed mitigations in place. Table 59. Year 2045 Total Traffic Conditions 95th Percentile Queuing Analysis No. Intersection 2045 Total Traffic Conditions – with existing lane configurations and intersection control 2045 Total Traffic (with Select Roadway Improvements) Conditions – with Proposed Mitigations Lane Group 95th Queue AM/PM (feet) Storage Available (feet) Fits within Storage Lane Group 95th Queue AM/PM (feet) Storage Available (feet) Fits within Storage 1 Purple Sage Road & Can Ada Road NBL 25/25 - - EBL 25/25 100 Yes EBLTR 50/325 - - EBTR 75/125 - - 125/425 - - WBL 50/50 100 Yes SBL 25/25 - - WBTR 50/50 - - NBL 50/200 200 Yes NBTR 50/75 - - SBL 25/25 100 Yes SBTR 50/50 - - 2 Deep Canyon Drive & Aerie Way NBLR 25/25 - - No mitigation proposed WBL 25/25 - - 3A Aerie Way & SH 16 West Roundabout Intersection does not exist 25/25 - - 25/25 - - 25/25 - - EBLTR 25/25 - - 3B Aerie Way & SH 16 East Roundabout 25/25 - - 25/25 - - EBLTR 25/25 - - 3C Aerie Way & SH 16 SB Ramp Free 3D Aerie Way & SH 16 NB Ramp WBR 25/125 125 - 4 Deep Canyon Drive & SH 16 NBL 50/50 150 Yes Disconnect proposed EBLR 450/75 - - 5 Lanktree Gulch Road & Can Ada Road WBLR 50/100 - - No mitigation proposed SBL 25/25 - - 6 Lanktree Gulch Road & Wing Road Intersection does not exist WBLR 25/50 - - SBL 25/25 - - 7 New Hope Road & Can Ada Road 50/200 - - No mitigation proposed EBLTR 25/25 - - 25/75 - - 150/200 - - 8 Beacon Light Road & Wing Road NBT 25/25 - - EBL 25/25 - - SBLT 25/50 - - SBLR 50/175 - - 9 Beacon Light Road & Pollard Road 75/2,100 - - EBL 25/25 100 Yes EBL 25/25 - - EBTR 325/200 - - WBL 25/25 - - WBL 25/100 100 Yes 175/25 - - WBT 100/600 - - WBR 25/50 100 Yes NBL 25/275 300 Yes NBTR 75/375 - - SBL 75/50 100 Yes SBTR 50/50 - - ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 139 10 Beacon Light Road & SH 16 EBL 50/100 375 Yes EBL 25/75 100 Yes EBT 475/200 - - EBT 250/175 - - EBR 125/25 400 Yes EBR 100/50 450 Yes WBL 325/200 150 No WBL 125/175 200 Yes WBT 150/800 - - WBT 100/650 - - WBR 25/950 50 No WBR 25/275 300 Yes NBL 150/125 375 Yes NBL 75/150 500 Yes NBT 450/1,825 - - NBT 175/700 - - NBR 50/25 375 Yes NBR 50/25 100 Yes SBL 175/250 475 Yes SBL 200/200 250 Yes SBT 1,600/700 - - SBT 475/325 - - SBR 25/25 375 Yes SBR 25/25 100 Yes 11 Beacon Light Road & Palmer Lane NBLR 75/300 - - EBT 175/75 - - WBL 25/25 - - EBR 25/25 100 Yes WBL 25/25 100 Yes WBT 50/200 - - NBL 25/75 100 Yes NBR 25/25 100 Yes 12 Floating Feather Road & Can Ada Road Intersection does not exist WBLR 25/25 - - SBL 25/25 - - 13 Floating Feather Road & Star Road NBL 100/425 100 No EBT 100/100 - - NBR 25/25 - - EBR 50/50 100 Yes WBL 50/75 100 Yes WBL 100/325 350 Yes WBT 25/75 - - NBL 75/100 100 Yes NBR 50/50 100 Yes 14 Floating Feather Road & Plummer Road NBLR 50/750 - - EBT 75/100 - - WBL 25/25 - - EBR 50/50 100 Yes WBL 25/50 100 Yes WBT 25/150 - - NBL 50/225 250 Yes NBR 25/25 100 Yes 15 Floating Feather Road & Pollard Road WBTR 50/200 - - EBL 25/25 - - SBL 25/25 - - SBLR 100/150 - - 16 Floating Feather Road & Palmer Lane NBL 50/50 - - No mitigation proposed EBLR 50/25 - - 17 SH 44 & Can Ada Road EBL 25/50 - - EBL 25/50 100 Yes SBLR 1,375/1,375 - - EBT 200/150 - - WBT 100/350 - - WBR 25/50 100 Yes SBL 150/150 150 Yes SBR 50/50 100 Yes 18 SH 44 & Star Road EBL 75/300 100 No EBL 100/150 150 Yes EBT 1025/850 - - EBT 350/225 - - EBR 235/300 100 No EBR 150/75 150 Yes WBL 300/325 175 No WBL 150/175 200 Yes WBT 425/1,400 - - WBT 200/400 - - WBR 25/25 175 No WBR 25/25 100 Yes NBL 475/775 150 No NBL 175/125 200 Yes NBT 200/350 - - NBT 175/250 - - NBR 75/100 150 Yes NBR 50/25 100 Yes SBL 200/125 75 No SBL 150/75 150 Yes SBTR 675/600 - - SBT 425/200 - - ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 140 SBR 25/25 100 Yes 19 SH 44 & Plummer Road EBL 25/100 150 Yes EBL 25/75 100 Yes EBT 1,675/1,025 - - EBT 325/125 - - EBR 25/25 150 Yes EBR 25/25 100 Yes WBL 75/75 150 Yes WBL 25/50 100 Yes WBT 650/2,025 - - WBT 150/250 - - WBR 75/200 150 No WBT 25/50 100 Yes NBL 75/150 125 No NBL 50/75 100 Yes NBT 25/150 - - NBT 25/75 - - NBR 50/50 125 Yes NBR 25/50 100 Yes 1,075/900 - - SBL 200/100 200 Yes SBT 50/50 - - SBR 25/50 100 Yes Queues are reported for signal mitigations. Cells in the table above that are bolded, italicized, and highlighted indicate a lane group with queues that either exceeds the provided storage length or are greater than 300 feet. As shown in Table 59, several intersections have lane groups with queues that would exceed available storage or extend more than 300 feet from the intersection with no mitigations in place under 2045 total traffic conditions. With the proposed mitigations in place, only a few major intersections have queues that extend more than 300 feet from the intersection. This is expected on major arterials like SH 44 and Beacon Light Road during the peak hours of weekday traffic. The available storage for turn lanes shown in the table with mitigations in place are based on the projected queues. The mitigations for each of these intersections are recommended to be constructed with the turn lane storage shown as a minimum. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 141 SITE ACCESS EVALUATION This section evaluates the need for turn lanes, intersection sight distance, and the access location, threshold, and operation with respect to ACHD Policy Manual. All analyses and evaluation in this section is based on full buildout of the site in Year 2045 with the exception of turn lanes, which were only evaluated for 2030 Phase 1 buildout. TURN LANE WARRANT ANALYSIS Turn lane warrants were analyzed for all two-way stop-controlled intersections in the study area for Phase 1 2030 buildout. Turn lane warrants were not completed for 2045 full buildout because most of the two-way stop-controlled intersections require mitigations that are more extensive than turn lanes by 2045. The warrant analysis used the ACHD guidelines as presented in Section 7106.4.4 of the ACHD Policy Manual. Appendix X contains the worksheets for the turn lane warrants. Table 60 shows the results of the turn lane analysis at the study intersections for 2030 Phase 1 buildout. Table 60. Turn Lane Analysis Results Intersection Turn Lane Warranted in 2030 Total Traffic Conditions? 1. Purple Sage Road / Can Ada Road NB Right Turn Lane NB Left-Turn Lane SB Left-Turn Lane SB Right-Turn Lane No No No No 2. Deep Canyon Drive / Internal Collector EB Right-Turn Lane WB Left Turn Lane No No 4. Deep Canyon Drive / SH 16 NB Left-Turn Lane SB Right-Turn Lane Existing No 5. Lanktree Gulch Road / Can Ada Road NB Right Turn Lane SB Left-Turn Lane No No 17. SH 44 / Can Ada Road EB Left-Turn Lane WB Right-Turn Lane Yes Yes Based on the analysis, left and right turn lanes are warranted on SH 44 at Can Ada Road under 2030 total traffic conditions. INTERSECTION SIGHT DISTANCE AND SPACING AT ACCESSES Intersection sight distance and spacing was evaluated at all proposed new connections to the existing road network. Figure 18 shows the location of all intersections where intersection sight distance and spacing was evaluated. All site accesses are proposed to intersect with existing local roads. ACHD’s minimum intersection spacing for new roads intersecting a local road is 125’. Intersection sight distance requirements are based on the speed of the roadway, per the AASHTO Green Book (Reference 15). Most site access intersections are located on rural local roads with speed limits of 25 MPH. The required sight distance for this speed is 280’. There are a few accesses located on sections of Deep Canyon Drive with a speed limit of 35 mph. The required sight distance for this speed is 390’. ---PAGE BREAK--- H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Jan 24, 2023 - 11:12am - Layout Tab: Fig18_Site Accesses Site Access Locations 2045 Full Build-out Ada County, Idaho 18 Willow Brook Golf Community TIS January 2023 Figure N 1 2 A B C D I H F G J E ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 143 Study Intersection 1 The main internal collector street will connect to the existing intersection of Purple Sage Road & Can Ada Road. Sight Distance can be achieved with the current configuration of a stop-controlled intersection. The site plan identifies this intersection as a single lane roundabout but it is not warranted by traffic operations until 2043. Intersection sight distance is achievable for a roundabout in this location and will be evaluated further when it is designed. The nearest intersection is 850’ to the west, providing adequate intersection spacing. Study Intersection 2 The main internal collector street will intersect Deep Canyon Drive approximately 1,300’ west of High Country Way. Sight Distance can be achieved with a lane configuration of a stop-controlled intersection. The site plan identifies this intersection as a single lane dogbone roundabout but it is not warranted by traffic operations. A roundabout may be desirable in this location to provide proper alignment with Aerie Way. Intersection sight distance is achievable for a roundabout in this location and will be evaluated further when it is designed. The nearest intersection is 575’ to the south, providing adequate intersection spacing. Site Access A This internal roadway, a proposed local road, will intersect with Can Ada Road approximately 820’ north of Purple Sage Road. Looking to the north there is 635’ of clear sight distance before a horizontal curve. Looking to the south there is 225’ of clear sight distance before a horizontal curve. There is not adequate sight distance in this location for an assumed design speed of 25 MPH for Can Ada Road. For this reason, it is recommended that the site plan be modified to relocate this site access to the north so there is at least 280’ of clear sight distance before the horizontal curve. Once relocated, the nearest intersection is 525’ to the north, providing adequate intersection spacing. Site Access B This internal roadway, a proposed local road, will intersect with Deep Canyon Drive approximately 1,150’ west of Highhill Place. Looking to the west there is 500’ of clear sight distance before a horizontal curve. Looking to the east there is >1000’ of clear sight distance. The location of this access as shown on the site plan provides adequate sight distance along a 35 mph section of Deep Canyon Drive. The nearest intersection is 950’ to the east, providing adequate intersection spacing. Site Access C This internal roadway, a proposed local road, will intersect with Deep Canyon Drive approximately 825’ west of Aerie Way. Looking to the west there is 300’ of clear sight distance before a horizontal curve. Looking to the east there is 410’ of clear sight distance before a horizontal curve. The location of this access as shown on the site plan does not provide adequate sight distance along a 35 mph section of Deep Canyon Drive. With additional development along the section of Deep Canyon Drive that is posted at 35 mph, it is recommended to update the entire length of Deep Canyon Drive to 25 mph. Site Access C will meet sight distance requirements along Deep Canyon Drive if it is posted at 25 mph. The nearest intersection is 850’ to the east, providing adequate intersection spacing. Site Access D This internal roadway, a proposed local road, will intersect with High Country Way approximately 825’ west of Deep Canyon Drive. Looking to the southwest there is 280’ of clear sight distance before a horizontal curve. Looking to the northeast there is 280’ of clear sight distance before a horizontal curve. The location ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 144 of this access as shown on the site plan provides adequate sight distance. The nearest intersection is 600’ to the east, providing adequate intersection spacing. Site Access E This internal roadway, a proposed local road, will intersect with Echo Summit Way approximately 475’ south of Deep Canyon Drive. Looking to the north there is 475’ of clear sight distance to the intersection with Deep Canyon Drive. Looking to the south there is 315’ of clear sight distance before a horizontal curve. The location of this access as shown on the site plan provides adequate sight distance. The nearest intersection is 425’ to the north, providing adequate intersection spacing. Site Access F This internal roadway, a proposed local road, will intersect with Lanktree Gulch Road approximately 260’ west of Ptarmigan Place. Looking to the west there is 485’ of clear sight distance before a vertical curve. Looking to the east there is 435’ of clear sight distance before a horizontal curve. The location of this access as shown on the site plan provides adequate sight distance. The nearest intersection is 825’ to the west, providing adequate intersection spacing. Site Access G This internal roadway, a proposed local road, will intersect with Lanktree Gulch Road approximately 425’ west of High Prairie Place. Looking to the southwest there is 950’ of clear sight distance before a horizontal curve. Looking to the northeast there is 380’ of clear sight distance before a vertical curve. The location of this access as shown on the site plan provides adequate sight distance. The nearest intersection is 350’ to the east, providing adequate intersection spacing. Site Access H This internal roadway, a proposed local road, will intersect with Lanktree Gulch Road approximately 405’ east of High Prairie Place. Looking to the west there is 370’ of clear sight distance before a vertical curve. Looking to the east there is 290’ of clear sight distance before a horizontal curve. The location of this access as shown on the site plan provides adequate sight distance. The nearest intersection is 350’ to the west, providing adequate intersection spacing. Site Access I This internal roadway, a proposed local road, will intersect with Lanktree Gulch Road approximately 485’ east of Eagle Pointe Place. Looking to the west there is 800’ of clear sight distance before a horizontal curve. Looking to the east there is 300’ of clear sight distance before a horizontal curve. The location of this access as shown on the site plan provides adequate sight distance. The nearest intersection is 500’ to the west, providing adequate intersection spacing. Site Access J This internal roadway, a proposed local road, will intersect with Golden View Court approximately 275’ west of Golden View Drive. Looking to the west there is 485’ of clear sight distance to the end of the cul-de-sac. Looking to the east there is 330’ of clear sight distance to the intersection with Golden View Drive. The location of this access as shown on the site plan provides adequate sight distance. The nearest intersection is 275’ to the east, providing adequate intersection spacing. General Recommendations for All Site Accesses In addition to the above sight distance evaluation, the following recommendations have been identified to ensure adequate safety and operations at the site access points, internal intersections, and roadways: ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 145  Remove miscellaneous vegetation and shrubbery, and potential obstructions along roadways as necessary to obtain and maintain adequate intersection sight distance.  Site accesses are assumed to match the existing grade of the connected roadway at the intersection and back at least one car length. Significant changes to the approach grade could impact the sight distances.  Shrubbery, weeds, and landscaping near the internal intersections and site access points should be maintained to ensure adequate sight distance.  If widening occurs along any of the site access roads, care should be taken to ensure adequate grades and intersection sight distance is maintained.  Intersection sight distance should be analyzed as part of the final access design and roadway widening. SITE ROADWAY TRAFFIC VOLUME THRESHOLD EVALUATION Table 61 shows the estimated average daily traffic (ADT) on the site access roadways as compared with the ACHD Policy Manual for maximum traffic on a local street or collector street. ACHD has a general threshold of 2,000 ADT for local streets. Table 61. 2045 Daily Traffic Estimates on Internal Roadways (with Select Roadway Improvements) Street Estimated Total ADT ACHD ADT Classification / Planning ADT Threshold Meets ACHD Criteria? Main Collector at Can Ada Road 3,400 Collector / No Max Yes Main Collector at Deep Canyon Drive 3,400 Collector / No Max Yes Site Access A 430 Local / 2,000 Yes Site Access B 260 Local / 2,000 Yes Site Access C 260 Local / 2,000 Yes Site Access D (North) 690 Local / 2,000 Yes Site Access D (South) 690 Local / 2,000 Yes Site Access E 430 Local / 2,000 Yes Site Access F 260 Local / 2,000 Yes Site Access G 860 Local / 2,000 Yes Site Access H 1,290 Local / 2,000 Yes Site Access I 690 Local / 2,000 Yes Site Access J 430 Local / 2,000 Yes As shown in Table 61, no accesses are projected to exceed the ACHD maximum criteria for local or collector streets. No changes are recommended. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Transportation Impact Analysis Kittelson & Associates Page 146 PEDESTRIAN AND BICYCLE CONSIDERATIONS The ACHD Roadways to Bikeways Plan (2018 Addendum) (Reference 16) identifies bicycle facilities on key roadways in Ada County. In general, the roadways in the study area are rural in nature and only have pedestrian and bicycle facilities in areas with recent development. The Plan identifies future shared use facilities on Floating Feather Road, Plummer Road, and Pollard Road. As roads and intersections are reconstructed in the study area according to the mitigations identified in this study, pedestrian and bicycle facilities should be considered. ---PAGE BREAK--- Findings and Recommendations ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 148 FINDINGS AND RECOMMENDATIONS The results of the traffic impact analysis indicate that the proposed Willow Brook Golf Community can be constructed while maintaining acceptable levels of service and safety on the surrounding transportation system if the appropriate mitigations are in place. The findings of this analysis and recommendations are discussed below. FINDINGS EXISTING CONDITIONS The study evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday. All study intersections and roadway segments were found to meet ACHD and ITD operating standards under 2022 existing conditions during the AM and PM peak hours. YEAR 2030 BACKGROUND CONDITIONS The 2030 phase 1 portion of the study evaluated 5 off-site intersections and 8 roadway segments during the AM and PM peak period of a typical weekday. All study intersections were found to meet ACHD and ITD operating standards under 2030 background conditions during the AM and PM peak hours except for:  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023 – The CHD4 identified improvement of a traffic signal with left and right turn lanes will serve as acceptable mitigation for the intersection. Alternatively, the ITD identified improvement of an RCUT will also serve as acceptable mitigation for the intersection. All ACHD study roadway segments operate at acceptable levels of service under 2030 background conditions except for:  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section. YEAR 2045 BACKGROUND CONDITIONS The 2045 background conditions analysis evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday assuming no background roadway improvements were completed. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 149 The following study intersections were found to exceed ACHD and ITD operating standards under 2045 background conditions during the AM and/or PM peak hours:  Beacon Light Road & Pollard Road – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes and a westbound right turn lane will also serve as acceptable mitigation for the intersection.  Beacon Light Road & SH 16 – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – The Spring Valley development was conditioned with making capacity improvements to this intersection. – Widening SH 16 at the intersection and adding a westbound right turn overlap will serve as acceptable mitigation for the intersection.  Beacon Light Road & Palmer Lane – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Star Road – The northbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Plummer Road – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 150  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. – The CHD4 identified improvement of a traffic signal with left and right turn lanes will serve as acceptable mitigation for the intersection. Alternatively, the ITD identified improvement of an RCUT will also serve as acceptable mitigation for the intersection.  SH 44 & Star Road – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified by ACHD does not fully mitigate the intersection. – Widening SH 44 at the intersection and adding dual northbound left turn lanes will serve as acceptable mitigation for the intersection.  SH 44 & Plummer Road – The intersection operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. – A traffic signal with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes will serve as acceptable mitigation for the intersection. The following study roadway segments operate above ACHD level of service volume thresholds under 2045 background conditions:  Deep Canyon Drive (Aerie Way to SH 16) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Deep Canyon Drive were upgraded to a collector roadway. – Constructing Aerie Way and the Wing Road extension would bring Deep Canyon Drive to within the ACHD local road ADT threshold as shown in the 2045 background (with select roadway improvements) conditions scenario.  Lanktree Gulch Road (Can Ada to Wing) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Lanktree Gulch Road were upgraded to a collector roadway.  Wing Road (Lanktree Gulch to Beacon Light) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Wing Road were upgraded to a collector roadway. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 151  Beacon Light Road (Wing to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Pollard to SH 16) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Palmer to Linder) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Pollard Road (Beacon Light to Floating Feather) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Pollard Road would need to be widened to a 3-lane section.  Floating Feather Road (Star to Plummer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Floating Feather Road would need to be widened to a 5-lane section. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 152  Star Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Star Road would need to be widened to a 5-lane section.  Star Road (SH 44 to Joplin) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the segment to within standards.  Plummer Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Plummer Road would need to be widened to a 3-lane section. YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS The 2045 background (with select roadway improvements) conditions analysis evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday assuming select background roadway improvements were constructed. The assumed improvements include:  Floating Feather Road constructed between Munger Road and Can Ada Road  Floating Feather Road realignment constructed between Pollard Road and Palmer Lane  Wing Road constructed between Beacon Light Road and Lanktree Gulch Road  Aerie Way constructed between SH 16 and Deep Canyon Drive The following study intersections were found to exceed ACHD and ITD operating standards under 2045 background (with select roadway improvements) conditions during the AM and/or PM peak hours:  Beacon Light Road & Pollard Road – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes and a westbound right turn lane will also serve as acceptable mitigation for the intersection.  Beacon Light Road & SH 16 – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 153 – The Spring Valley development was conditioned with making capacity improvements to this intersection. – Widening SH 16 at the intersection and adding a westbound right turn overlap will serve as acceptable mitigation for the intersection.  Beacon Light Road & Palmer Lane – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Star Road – The northbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Plummer Road – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. – The CHD4 identified improvement of a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes will serve as acceptable mitigation for the intersection. Alternatively, the ITD identified improvement of an RCUT will also serve as acceptable mitigation for the intersection.  SH 44 & Star Road – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified by ACHD does not fully mitigate the intersection. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 154 – Widening SH 44 at the intersection and adding dual northbound left turn lanes will serve as acceptable mitigation for the intersection.  SH 44 & Plummer Road – The intersection operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. – A traffic signal with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes will serve as acceptable mitigation for the intersection. The following study roadway segments operate above ACHD level of service volume thresholds under 2045 background (with select roadway improvements) conditions:  Wing Road (Lanktree Gulch to Beacon Light) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Wing Road were upgraded to a collector roadway.  Beacon Light Road (Wing to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Pollard to SH 16) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Palmer to Linder) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 155 – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Pollard Road (Beacon Light to Floating Feather) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Pollard Road would need to be widened to a 3-lane section.  Floating Feather Road (Star to Plummer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Floating Feather Road would need to be widened to a 5-lane section.  Floating Feather Road (Plummer to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the segment to within standards.  Star Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Star Road would need to be widened to a 5-lane section.  Star Road (SH 44 to Joplin) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the segment to within standards.  Plummer Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Plummer Road would need to be widened to a 3-lane section. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 156 TRIP GENERATION & DISTRIBUTION  The golf course only of the proposed Willow Brook Golf Community is estimated to generate a total of 526 daily net new trip ends, of these, 30 are estimated to occur in the weekday a.m. peak hour (24 inbound / 6 outbound), and 52 are estimated to occur in the weekday p.m. peak hour (27 inbound / 25 outbound).  Phase 1 of the proposed Willow Brook Golf Community is estimated to generate a total of 3,535 daily net new trip ends, of these, 260 are estimated to occur in the weekday a.m. peak hour (83 inbound / 177 outbound), and 358 are estimated to occur in the weekday p.m. peak hour (220 inbound / 138 outbound).  Full buildout of the proposed Willow Brook Golf Community is estimated to generate a total of 12,821 daily net new trip ends, of these, 789 are estimated to occur in the weekday a.m. peak hour (262 inbound / 527 outbound), and 1,097 are estimated to occur in the weekday p.m. peak hour (658 inbound / 439 outbound).  The distribution pattern for site-generated trips was developed by evaluating a select zone analysis from COMPASS’ regional travel demand model. YEAR 2030 TOTAL TRAFFIC CONDITIONS The 2030 phase 1 portion of the study evaluated 5 off-site intersections and 8 roadway segments during the AM and PM peak period of a typical weekday with the inclusion of phase 1 trips from the Willow Brook Golf Community. All study intersections were found to meet ACHD and ITD operating standards under 2030 background conditions during the AM and PM peak hours except for:  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. – The CHD4 identified improvement of a traffic signal with left and right turn lanes will serve as acceptable mitigation for the intersection. Alternatively, the ITD identified improvement of an RCUT will also serve as acceptable mitigation for the intersection. All ACHD study roadway segments operate at acceptable levels of service under 2030 total traffic conditions except for:  Deep Canyon Drive (Purple Sage to SH 16) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Deep Canyon Drive were upgraded to a collector roadway. – To limit through traffic on this local road, Deep Canyon Drive would need to be disconnected from SH 16. This option is discussed in the 2045 total traffic (with select roadway improvements) conditions scenario.  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 157 – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section. YEAR 2045 TOTAL TRAFFIC CONDITIONS The 2045 total traffic conditions analysis evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday assuming no background roadway improvements were completed and includes site traffic from full buildout of the Willow Brook Golf Community. The following study intersections were found to exceed ACHD and ITD operating standards under 2045 total traffic conditions during the AM and/or PM peak hours:  Purple Sage Road & Can Ada Road – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. – The Mid-Star CIP includes adding turn lanes to this intersection in the 2030-2040 timeframe, but that will not mitigate the intersection in this scenario. – A single lane roundabout or a traffic signal with left turn lanes will serve as acceptable mitigation for the intersection.  Deep Canyon Drive & SH 16 – The eastbound approach operates over capacity and at LOS F during the weekday AM peak hour. – The future configuration of this section of SH 16 is currently being determined by an ITD Corridor Plan. A traffic signal with one through lane in the northbound and southbound direction does not mitigate the intersection. – A traffic signal with left and right turn lanes and SH 16 widened to two through lanes in each direction will serve as acceptable mitigation for the intersection.  Beacon Light Road & Pollard Road – No Willow Brook site trips are assigned to this intersection under 2045 total traffic conditions. Therefore, the mitigations needed at this intersection are the same as identified in 2045 background conditions.  Beacon Light Road & SH 16 – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – The Spring Valley development was conditioned with making capacity improvements to this intersection. – Widening SH 16 at the intersection and adding a second westbound right turn lane will serve as acceptable mitigation for the intersection.  Beacon Light Road & Palmer Lane – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 158 – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Star Road – No Willow Brook site trips are assigned to this intersection under 2045 total traffic conditions. Therefore, the mitigations needed at this intersection are the same as identified in 2045 background conditions.  Floating Feather Road & Plummer Road – No Willow Brook site trips are assigned to this intersection under 2045 total traffic conditions. Therefore, the mitigations needed at this intersection are the same as identified in 2045 background conditions.  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. The ITD identified improvement of an RCUT does not bring the intersection to within ACHD or ITD operating standards. – The CHD4 identified improvement of a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes will serve as acceptable mitigation for the intersection.  SH 44 & Star Road – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified by ACHD does not fully mitigate the intersection. – Widening SH 44 at the intersection and adding dual northbound left turn lanes will serve as acceptable mitigation for the intersection.  SH 44 & Plummer Road – The intersection operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. – A traffic signal with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes will serve as acceptable mitigation for the intersection. The following study roadway segments receive site traffic and operate above ACHD level of service volume thresholds under 2045 total traffic conditions:  Deep Canyon Drive (Aerie to SH 16) ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 159 – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Deep Canyon Drive were upgraded to a collector roadway. – To limit through traffic on this local road, Deep Canyon Drive would need to be disconnected from SH 16. This option is discussed in the total traffic (with select roadway improvements) conditions scenario.  Lanktree Gulch Road (Can Ada to Wing) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Lanktree Gulch Road were upgraded to a collector roadway.  Purple Sage Road (Blessinger to Can Ada) – The segment is projected to exceed the CHD4 LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Purple Sage Road would need to be widened to a 3- lane section.  Can Ada Road (Purple Sage to Lanktree Gulch) – The segment is projected to exceed the ACHD LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Can Ada Road can be designated as a minor arterial, which it is already classified as between SH 44 and New Hope Road.  Can Ada Road (Lanktree Gulch to New Hope) – The segment is projected to exceed the ACHD LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Can Ada Road can be designated as a minor arterial, which it is already classified as between SH 44 and New Hope Road.  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Palmer to Linder) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Star Road (SH 44 to Joplin) ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 160 – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the segment to within standards. YEAR 2045 TOTAL TRAFFIC (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS The 2045 total traffic (with select roadway improvements) conditions analysis evaluated 19 off-site intersections and 23 roadway segments during the AM and PM peak period of a typical weekday assuming select background roadway improvements were constructed and includes site traffic from full buildout of the Willow Brook Golf Community. The assumed background improvements include:  Floating Feather Road constructed between Munger Road and Can Ada Road  Floating Feather Road realignment constructed between Pollard Road and Palmer Lane  Wing Road constructed between Beacon Light Road and Lanktree Gulch Road  Aerie Way constructed between SH 16 and Deep Canyon Drive The following study intersections were found to exceed ACHD and ITD operating standards under 2045 total traffic (with select roadway improvements) conditions during the AM and/or PM peak hours:  Purple Sage Road & Can Ada Road – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. – The Mid-Star CIP includes adding turn lanes to this intersection in the 2030-2040 timeframe, but that will not mitigate the intersection in this scenario. – A single lane roundabout or a traffic signal with left turn lanes will serve as acceptable mitigation for the intersection.  Beacon Light Road & Pollard Road – The minor street approaches operate over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes and a westbound right turn lane will also serve as acceptable mitigation for the intersection.  Beacon Light Road & SH 16 – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – The Spring Valley development was conditioned with making capacity improvements to this intersection. – Widening SH 16 at the intersection and adding a second westbound right turn lane will serve as acceptable mitigation for the intersection.  Beacon Light Road & Palmer Lane – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 161 – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. This improvement does not bring the intersection to within ACHD operating standards. – A multi-lane roundabout with 2 lanes on Beacon Light Road will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Star Road – The northbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  Floating Feather Road & Plummer Road – The northbound approach operates over capacity and at LOS F during the weekday PM peak hour. – The intersection is programmed in the ACHD CIP as a future single-lane roundabout to be constructed in 2036-2040. – The ACHD identified improvement of a single-lane roundabout will serve as acceptable mitigation for the intersection. Alternatively, a traffic signal with left turn lanes will also serve as acceptable mitigation for the intersection.  SH 44 & Can Ada Road – The southbound approach operates over capacity and at LOS F during the weekday AM and PM peak hours. – This intersection is in the Mid-Star CIP as a future traffic signal to be constructed by 2025. ITD’s SH 44 Corridor Plan shows this intersection as a future RCUT with SH 44 widened to 4 lanes. The City of Star is leading a project that will widen SH 44 to the east of Can Ada Road in 2023. The ITD identified improvement of an RCUT does not bring the intersection to within ACHD or ITD operating standards. – The CHD4 identified improvement of a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes will serve as acceptable mitigation for the intersection.  SH 44 & Star Road – The intersection operates over capacity and at LOS E during the weekday AM and PM peak hours. – This intersection is in the ACHD CIP to have the signal replaced/modified and approaches widened. The lane configuration identified by ACHD does not fully mitigate the intersection. – Widening SH 44 at the intersection and adding dual northbound left turn lanes will serve as acceptable mitigation for the intersection.  SH 44 & Plummer Road – The intersection operates over capacity and at LOS F during the weekday AM and PM peak hours. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 162 – This intersection is not currently programmed for improvements by ACHD. ITD’s draft SH 44 Corridor Plan shows this intersection as signalized with SH 44 widened to 4 lanes. The lane configuration shown in the Corridor Plan does not fully mitigate the intersection. – A traffic signal with left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes will serve as acceptable mitigation for the intersection. The following study roadway segments operate above ACHD level of service volume thresholds under 2045 background conditions:  Deep Canyon Drive (Aerie to SH 16) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Deep Canyon Drive were upgraded to a collector roadway. – With the construction of Aerie Way and the Wing Road extension, Deep Canyon Drive could be disconnected from SH 16. This would limit through traffic on the roadway and would allow it to meet the ACHD local road ADT volume threshold. – Disconnecting Deep Canyon Drive from SH 16 will not require any additional intersection mitigations beyond those already identified under 2045 total traffic (with select roadway improvements) conditions.  Purple Sage Road (Blessinger to Can Ada) – The segment is projected to exceed the CHD4 LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Purple Sage Road would need to be widened to a 3- lane section.  Can Ada Road (Purple Sage to Lanktree Gulch) – The segment is projected to exceed the ACHD LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Can Ada Road can be designated as a minor arterial, which it is already classified as between SH 44 and New Hope Road.  Can Ada Road Lanktree Gulch to New Hope) – The segment is projected to exceed the ACHD LOS D volume threshold for collectors in the PM peak hour. – To bring this segment to within standards, Can Ada Road can be designated as a minor arterial, which it is already classified as between SH 44 and New Hope Road.  Wing Road (Lanktree Gulch to Beacon Light) – The segment is projected to exceed the ACHD local road ADT volume threshold. – This segment would meet the AM and PM peak hour LOS D volume thresholds if Wing Road were upgraded to a collector roadway.  Beacon Light Road (Wing to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 163 – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Pollard to SH 16) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (SH 16 to Palmer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Beacon Light Road (Palmer to Linder) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Beacon Light Road would need to be widened to a 5- lane section.  Pollard Road (Beacon Light to Floating Feather) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Pollard Road would need to be widened to a 3-lane section.  Floating Feather Road (Star to Plummer) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. – To bring this segment to within standards, Floating Feather Road would need to be widened to a 5-lane section.  Floating Feather Road (Plummer to Pollard) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is listed in the ACHD CIP to be widened to a 3-lane section in the 2036-2040 timeframe. This would bring the segment to within standards. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 164  Star Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Star Road would need to be widened to a 5-lane section.  Star Road (SH 44 to Joplin) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the AM and PM peak hours. – The roadway segment is listed in the ACHD CIP to be widened to a 5-lane section in the 2031-2035 timeframe. This would bring the segment to within standards.  Plummer Road (Floating Feather to SH 44) – The segment is projected to exceed the ACHD LOS E volume threshold for minor arterials in the PM peak hour. – The roadway segment is not currently listed in the ACHD CIP to be widened. – To bring this segment to within standards, Plummer Road would need to be widened to a 3-lane section. SITE ACCESSES  With approval from ACHD, construct all accesses to the development to allow full access on the public street approaches with the following designations: – All local streets within the development should be constructed with one travel lane in each direction. – Site driveways with access to public streets should provide sufficient stacking distance for four vehicles (100 feet) to ensure acceptable operation and accommodate larger vehicles, including utility service and delivery vehicles. – Site accesses should match the existing grade of road to which they access to ensure the best possible sight distance. – All accesses and internal streets should be designed to provide adequate intersection site distance. Shrubbery and landscaping near the intersection and site access point should be maintained to ensure adequate sight distance is maintained.  Site Access A on Can Ada Road just north of Purple Sage Road should be relocated to the north to allow for at least 280’ of clear sight distance before any horizontal curve.  Site Access C on Deep Canyon Drive does not provide adequate intersection spacing for a 35 mph local road. The segment of Deep Canyon Drive that is currently posted at 35 mph is recommended to be reduced to 25 mph to provide adequate intersection spacing and improve safety as development increases. RECOMMENDATIONS Based on the report’s analyses and evaluation findings, recommendations were developed accordingly for each analysis scenario. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 165 EXISTING CONDITIONS No mitigations are recommended to accommodate the year 2022 existing traffic volumes and meet ACHD and ITD standards. YEAR 2030 BACKGROUND CONDITIONS The following mitigations are recommended to accommodate the year 2030 background traffic volumes and meet ACHD and ITD standards:  SH 44 & Can Ada Road – Construct an RCUT with SH 44 widened to a 4-lane section or a traffic signal with left and right turn lanes.  Beacon Light Road (SH 16 to Palmer) – Widen to a 5-lane section. YEAR 2045 BACKGROUND CONDITIONS The following mitigations are recommended to accommodate the year 2045 background traffic volumes and meet ACHD and ITD standards:  Beacon Light Road & Pollard Road – Construct a multi-lane roundabout with 2 lanes on Beacon Light Road or a traffic signal with left turn lanes and a westbound right turn lane.  Beacon Light Road & SH 16 – Widen SH 16 at the intersection and add a westbound right turn overlap.  Beacon Light Road & Palmer Lane – Construct a multi-lane roundabout with 2 lanes on Beacon Light Road or a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes.  Floating Feather Road & Star Road – Construct a single-lane roundabout or a traffic signal with left turn lanes.  Floating Feather Road & Plummer Road – Construct a single-lane roundabout or a traffic signal with left turn lanes.  SH 44 & Can Ada Road – Construct an RCUT with SH 44 widened to a 4-lane section or a traffic signal with left and right turn lanes.  SH 44 & Star Road – Widen SH 44 at the intersection and add dual northbound left turn lanes  SH 44 & Plummer Road – Expand the traffic signal to include left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes.  Deep Canyon Drive (Aerie to SH 16) – Construct Aerie Way and the Wing Road extension.  Lanktree Gulch Road (Can Ada to Wing) ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 166 – Upgrade to a collector roadway.  Wing Road (Lanktree Gulch to Beacon Light) – Upgrade to a collector roadway.  Beacon Light Road (Wing to Pollard) – Widen to a 5-lane section.  Beacon Light Road (Pollard to SH 16) – Widen to a 5-lane section.  Beacon Light Road (SH 16 to Palmer) – Widen to a 5-lane section.  Beacon Light Road (Palmer to Linder) – Widen to a 5-lane section.  Pollard Road (Beacon Light to Floating Feather) – Widen to a 3-lane section.  Floating Feather Road (Star to Plummer) – Widen to a 5-lane section.  Star Road (Floating Feather to SH 44) – Widen to a 5-lane section.  Star Road (SH 44 to Joplin) – Widen to a 5-lane section.  Plummer Road (Floating Feather to SH 44) – Widen to a 3-lane section. YEAR 2045 BACKGROUND (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS The following mitigations are recommended to accommodate the year 2045 background (with select roadway improvements) traffic volumes and meet ACHD and ITD standards:  Beacon Light Road & Pollard Road – Construct a multi-lane roundabout with 2 lanes on Beacon Light Road or a traffic signal with left turn lanes and a westbound right turn lane.  Beacon Light Road & SH 16 – Widen SH 16 at the intersection and add a westbound right turn overlap.  Beacon Light Road & Palmer Lane – Construct a multi-lane roundabout with 2 lanes on Beacon Light Road or a traffic signal with left and right turn lanes and Beacon Light Road widened to 2 through lanes.  Floating Feather Road & Star Road – Construct a single-lane roundabout or a traffic signal with left turn lanes.  Floating Feather Road & Plummer Road ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 167 – Construct a single-lane roundabout or a traffic signal with left turn lanes.  SH 44 & Can Ada Road – Construct an RCUT with SH 44 widened to a 4-lane section or a traffic signal with left and right turn lanes.  SH 44 & Star Road – Widen SH 44 at the intersection and add dual northbound left turn lanes  SH 44 & Plummer Road – Expand the traffic signal to include left and right turn lanes, the eastbound and westbound approaches widened to two through lanes, and dual southbound left turn lanes.  Wing Road (Lanktree Gulch to Beacon Light) – Upgrade to a collector roadway.  Beacon Light Road (Wing to Pollard) – Widen to a 5-lane section.  Beacon Light Road (Pollard to SH 16) – Widen to a 5-lane section.  Beacon Light Road (SH 16 to Palmer) – Widen to a 5-lane section.  Beacon Light Road (Palmer to Linder) – Widen to a 5-lane section.  Pollard Road (Beacon Light to Floating Feather) – Widen to a 3-lane section.  Floating Feather Road (Star to Plummer) – Widen to a 5-lane section.  Floating Feather Road (Plummer to Pollard) – Widen to a 3-lane section.  Star Road (Floating Feather to SH 44) – Widen to a 5-lane section.  Star Road (SH 44 to Joplin) – Widen to a 5-lane section.  Plummer Road (Floating Feather to SH 44) – Widen to a 3-lane section. YEAR 2030 TOTAL TRAFFIC CONDITIONS The following mitigations beyond those identified in 2030 background conditions are recommended to accommodate the year 2030 total traffic volumes and meet ACHD and ITD standards:  Deep Canyon Drive (Aerie to SH 16) – Construct Aerie Way and the Wing Road extension. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 168 YEAR 2045 TOTAL TRAFFIC CONDITIONS The following mitigations beyond those identified in 2045 background conditions are recommended to accommodate the year 2045 total traffic volumes and meet ACHD and ITD standards:  Purple Sage Road & Can Ada Road – Construct a single lane roundabout or a traffic signal with left turn lanes.  Deep Canyon Drive & SH 16 – Construct Aerie Way and the Wing Road extension or add a traffic signal with left and right turn lanes and SH 16 widened to two through lanes in each direction.  Beacon Light Road & SH 16 – Add a second westbound right turn lane  SH 44 & Can Ada Road – Construct a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes. – An RCUT was recommended under 2045 background conditions but is no longer recommended under 2045 total traffic conditions  Purple Sage Road (Blessinger to Can Ada) – Widen to a 3-lane section.  Can Ada Road (Purple Sage to Lanktree Gulch) – Upgrade to a minor arterial.  Can Ada Road (Lanktree Gulch to New Hope) – Upgrade to a minor arterial. YEAR 2045 TOTAL TRAFFIC (WITH SELECT ROADWAY IMPROVEMENTS) CONDITIONS The following mitigations beyond those identified in 2045 background (with select roadway improvements) conditions are recommended to accommodate the year 2045 total traffic (with select roadway improvements) volumes and meet ACHD and ITD standards:  Purple Sage Road & Can Ada Road – Construct a single lane roundabout or a traffic signal with left turn lanes.  Beacon Light Road & SH 16 – Add a second westbound right turn lane  SH 44 & Can Ada Road – Construct a traffic signal with left and right turn lanes and SH 44 widened to 4 lanes. – An RCUT was recommended under 2045 background (with select roadway improvements) conditions but is no longer recommended under 2045 total traffic (with select roadway improvements) conditions.  Purple Sage Road (Blessinger to Can Ada) – Widen to a 3-lane section.  Can Ada Road (Purple Sage to Lanktree Gulch) ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 169 – Upgrade to a minor arterial.  Can Ada Road (Lanktree Gulch to New Hope) – Upgrade to a minor arterial. SITE ACCESSES  Purple Sage Road & Can Ada Road – This intersection should be constructed as a two way stop control in the near term. A single lane roundabout or a traffic signal with left turn lanes is warranted in 2043. Right of way should be preserved now for a future roundabout.  Deep Canyon Drive & Aerie Way – Although shown as a dogbone roundabout on the site plan, a two way stop controlled intersection is shown to operate acceptably for this intersection. The roundabout may be preferred to provide proper alignment with Aerie Way and the main internal collector.  Site Access A – Relocate to the north to allow for at least 280’ of clear sight distance before any horizontal curve.  Site Access C – Reduce speed limit on this section of Deep Canyon Drive to 25 mph. RECOMMENDED NEW CONNECTIONS  Aerie Way – Recommended to be constructed between Deep Canyon Drive and SH 16 to provide alternate access to SH 16 from the development and to reduce demand on Deep Canyon Drive. This connection should be constructed in conjunction with the Wing Road extension described below. – Deep Canyon Drive is projected to exceed ACHD’s local road ADT threshold by 2024. Constructing these new connections will extend the timeline of reaching this threshold to 2027. Operations at the intersection of Deep Canyon Drive / SH 16 are not projected to exceed capacity until 2040. – The timing of constructing Aerie Way should be determined with the understanding that the local road ADT threshold of Deep Canyon Drive will be exceeded by 2024 but there are no capacity deficiencies in the near term. – The construction of Aerie Way and the Wing Road extension alone will not relieve pressure from Deep Canyon Drive beyond 2027. It is also recommended that Deep Canyon Drive be disconnected from SH 16 upon completion of these connections as described below. – The construction of Aerie Way will require land acquisition from the Bureau of Land Management and private landowners. The developer is currently in discussions with these landowners regarding logistics of making this land acquisition for right of way.  Wing Road Extension – Recommended to be constructed between Lanktree Gulch Road and Beacon Light Road to provide alternate access to SH 16 from the development and to reduce demand on Deep Canyon Drive. This connection should be constructed in conjunction with Aerie Way described above. – Deep Canyon Drive is projected to exceed ACHD’s local road ADT threshold by 2024. Constructing these new connections will extend the timeline of reaching this threshold to 2027. ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS Findings and Recommendations Kittelson & Associates Page 170 Operations at the intersection of Deep Canyon Drive / SH 16 are not projected to exceed capacity until 2040. – The timing of constructing the Wing Road extension should be determined with the understanding that the local road ADT threshold of Deep Canyon Drive will be exceeded by 2024 but there are no capacity deficiencies in the near term. – The construction of Aerie Way and the Wing Road extension alone will not relieve pressure from Deep Canyon Drive beyond 2027. It is also recommended that Deep Canyon Drive be disconnected from SH 16 upon completion of these connections as described below. – The construction of the Wing Road extension will require land acquisition from private landowners. Some of the land required for this extension is already owned by Willow Brook Development.  Can Ada Road – Recommended to be improved between Purple Sage Road and New Hope Road. Improvements should include upgrading Can Ada Road to a minor arterial, flattening steep grades, and improving sight distance. The road should be improved to accommodate design standards for a minor arterial where possible and should include advisory sections where necessary.  Deep Canyon Drive Recommendations – Deep Canyon Drive is projected to exceed ACHD’s local road ADT threshold of 2,000 by 2024 (with 9% of the Willow Brook site built out). Constructing Aerie Way and the Wing Road extension will extend the timeline of reaching this threshold to 2027. – With the construction of Aerie Way and the Wing Road extension, it becomes feasible to disconnect Deep Canyon Drive from SH 16. Traffic will divert to Aerie Way or Beacon Light Road to reach SH 16. This will bring the 2045 total traffic ADT on Deep Canyon Drive to within ACHD local road thresholds and will not further impact operations on other intersections and roadway segments. ---PAGE BREAK--- References ---PAGE BREAK--- Updated January 25, 2023 Willow Brook Golf Community TIS References Kittelson & Associates Page 172 REFERENCES 1. Ada County Highway District. Policy Manual Section 7106. December 12, 2018. 2. Idaho Transportation Department. IDAPA 39.03.43. Rules Governing Highway Right-of-Way Encroachment Rights-of-Way. 2014. 3. Transportation Research Board. Highway Capacity Manual, 6th Edition. April 2016. 4. Ada County Highway District. ACHD 2020 Capital Improvements Plan. Amended August 19, 2020. 5. Transportation Research Board. Highway Capacity Manual 2000. 2000. 6. Federal Highway Administration. Manual on Uniform Traffic Control Devices, 2009 Edition, Washington D.C., June 2012. 7. National Academies of Sciences, Engineering, and Medicine. 03-110 Estimating the Life- Cycle Cost of Intersection Designs. September 2015. 8. Idaho Transportation Department. Memo No. 39 District 3 Operational Procedures. November 2020. 9. Community Planning Association of Southwest Idaho. 2040 Functional Classification Map for Ada County and Canyon County. Approved January 28, 2013. Map background updated July 2019. 10. Idaho Transportation Department. SH 44 Corridor Plan Concept Exhibits. December 2019. 11. Ada County Highway District. Integrated Five Year Work Plan. September 25, 2019. 12. Canyon Highway District No. 4. Mid-Star Service Area Capital Improvements Plan. May 7, 2021. 13. Idaho Transportation Department. Idaho’s Statewide Transportation Improvement Program. January 2016. 14. Institute of Transportation Engineers. Trip Generation Manual, 11th Edition. September 2021. 15. American Association of State Highway and Transportation Officials (AASHTO). A Policy on Geometric Design of Highways and Streets, 6th Edition. 2011. 16. Ada County Highway District. Roadway to Bikeways Plan (2018 Addendum). ---PAGE BREAK--- Appendix A Proposed Scope of Work Memo and Confirmation Emails ---PAGE BREAK--- Kittelson & Associates, Inc. Scoping Memorandum This memorandum documents the scope of work and summarizes the assumptions for the transportation impact study (TIS) for the proposed Willow Brook Golf Community located in northern Ada County, Idaho. The development is loosely bounded by SH 16 to the east, Deep Canyon Drive to the north, Can Ada Road to the west, and Lanktree Gulch Road to the south. According to the Star Zoning Map (Reference the site is currently unincorporated and must be annexed into the City of Star prior to development. Figure 1 shows the site boundaries and location of the Willow Brook Golf Community. The information presented in this memorandum was developed based on conversations with the developer (Willowbrook Development Inc.), a due diligence investigation, and coordination with Idaho Transportation Department (ITD), Ada County Highway District (ACHD), and Canyon Highway District 4 (CHD4). This memorandum addressed the following items:  Project Description  Estimated Trip Generation And Distribution  Analysis Scenarios and Study Assumptions  Background Roadway Improvements  Analysis Tools and Operating Standards 101 South Capitol Boulevard, Suite 600 Boise, ID 83702 P [PHONE REDACTED] July 25, 2022 Project# 25407 To: Paige Bankhead (ACHD); Regan Hansen (ITD) From: Jamie Markosian, PE, Sonia Daleiden, PE, and Sam CC: Chris Hopper (CHD4); Mindy Wallace (ACHD); Jason Brinkman (ITD) Project: Willow Brook Golf Community RE: Transportation Impact Study Scope of Work and Assumptions ---PAGE BREAK--- Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Apr 28, 2022 - 11:34am - Layout Tab: Fig1_Vicinity Site Vicinity Willow Brook Golf Comminity Ada County, Idaho 1 Willow Brook Golf Community TIS 2022 Figure N ADA COUNTY SITE 26 20 55 21 16 44 26 20 84 84 69 - Study Intersections # - Study Roadway ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 3 Kittelson & Associates, Inc. Project Description The proposed Willow Brook Golf Community is situated on approximately 716 acres of land in the northwest corner of Ada County, Idaho. This study will examine the following two analysis scenarios: Willow Brook Golf Community – Phase 1  Build-out year of 2030  285 single family homes  45 townhomes/patio-homes  18-hole public golf course Willow Brook Golf Community – Full Build-out  Build-out year of 2045  948 single-family homes  146 townhomes  75,000 square-feet of commercial/retail space  18-hole public golf course Access to the development is proposed via Deep Canyon Drive, Lanktree Gulch Road, new Wing Road extension, Can Ada Road, Purple Sage Drive, and a potential new arterial connection to SH-16 at Aerie Way. There are several access points proposed on existing roadways, but the main internal collector road is proposed to connect Deep Canyon Drive and Can Ada Road. The proposed site plan for Phase 1 of the Willow Brook Golf Community is shown in Figure 2. The site plan for full build-out is shown in Figure 3. ---PAGE BREAK--- H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Apr 21, 2022 - 4:33pm - Layout Tab: Fig2_Site_Ph1 Proposed Site Plan 2030 Phase 1 Ada County, Idaho 2 Willow Brook Golf Community TIS April 2022 Figure N ---PAGE BREAK--- H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Apr 21, 2022 - 4:33pm - Layout Tab: Fig3_Site_Ada Proposed Site Plan 2045 Full Build-out Ada County, Idaho 3 Willow Brook Golf Community TIS April 2022 Figure N ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 6 Kittelson & Associates, Inc. Estimated Trip Generation The projected weekday daily, a.m. and p.m. peak hour vehicle trips for the proposed development were estimated based on the Trip Generation Manual, 11th Edition (Reference Table 1 summarizes the estimated trip generation for Phase 1 of the proposed Willowbrook Golf Community. Table 2 summarizes the estimated trip generation full build-out of the proposed Willowbrook Golf Community. Internal Trips were calculated between the commercial uses and residential uses using 684 methods. Attachment A contains the internal trip calculation worksheets. Table 1 Willow Brook Golf Community – Phase 1 Trip Generation Land Use ITE Code Size Daily Weekday AM Peak Hour Weekday PM Peak Hour Total In Out Total In Out Single Family Houses 210 285 2,645 193 50 143 266 168 98 Townhomes 220 45 364 37 9 28 40 25 15 Total Residential Trips 3,009 230 59 171 306 193 113 Golf Course 430 18 526 30 24 6 52 27 25 Total Trips 3,535 260 83 177 358 220 138 1Note: Phase 1 includes 30% of the proposed housing units and the 18-hole golf course. As shown in Table 1, Phase 1 (2030) of the proposed Willow Brook Golf Community is estimated to generate a total of 3,535 daily net new trip ends, of these, 260 are estimated to occur in the weekday a.m. peak hour (83 inbound / 177 outbound), and 358 are estimated to occur in the weekday p.m. peak hour (220 inbound / 138 outbound). Table 2 Willow Brook Golf Community – Full Build-out Trip Generation Land Use ITE Code Size Daily Weekday AM Peak Hour Weekday PM Peak Hour Total In Out Total In Out Single Family Houses 210 948 7,990 577 150 427 823 518 305 Townhomes 220 146 1,011 68 16 52 83 52 31 Total Residential Trips 9,001 645 166 479 906 570 336 Internal Trips AM, 8% PM) (405) (71) (52) (19) External Residential Trips 8,596 637 163 474 835 518 317 Shopping Plaza - No Grocery Store 821 75,000 5,064 130 80 50 389 190 199 Internal Trips AM, 18% PM) (608) (71) (19) (52) External Commercial Trips 4,456 122 75 47 318 171 147 Pass-By Trips AM, 34% PM) (758) - - - (108) (58) (50) Net New Commercial Trips 3,699 122 75 47 210 113 97 Golf Course 430 18 526 30 24 6 52 27 25 Total Trips 14,591 805 270 535 1,347 787 560 Internal Trips (1,013) (16) (142) (71) (71) External Trips 13,578 789 262 527 1,205 716 489 Pass-By Trips (758) - - - (108) (58) (50) NET NEW TRIPS 12,821 789 262 527 1,097 658 439 ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 7 Kittelson & Associates, Inc. As shown in Table 2, Full Build-out (2045) of the proposed Willow Brook Golf Community is estimated to generate a total of 12,821 daily net new trip ends, of these, 789 are estimated to occur in the weekday a.m. peak hour (262 inbound / 527 outbound), and 1,097 are estimated to occur in the weekday p.m. peak hour (658 inbound / 439 outbound). Trip Distribution The distribution of site generated trips onto the roadway system was based on the site’s connections to nearby collector and arterial streets, area of impact model runs by COMPASS, review of the roadway system, and knowledge of travel patterns the area. The proposed distribution for phase 1 of the Willow Brook Golf Community is shown in Figure 4. The proposed distribution for full build-out of the Willow Brook Golf Community is shown in Figure 5. Attachment B contains the select zone analysis provided by COMPASS for the project. ---PAGE BREAK--- Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 4 7 17 5 1 2 40% 18% - Study Intersections # XX% - Trip Distribution Percentage - Study Roadway 2% 25% 15% H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Apr 28, 2022 - 11:34am - Layout Tab: Fig5_Dist 2030 Trip Distribution 2030 Phase 1 Ada County, Idaho 4 Willowbrook Golf Community TIS April 2022 Figure N ---PAGE BREAK--- # Purple Sage Road New Hope Road Deep Canyon Drive Blessinger Road Can Ada Road Plummer Lane Palmer Lane Wing Road SITE Aerie Way Beacon Light Road Pollard Road Brandon Road Star Road Munger Road 44 16 Floating Feather Road Lanktree Gulch Road Foothill Road 6 4 3 10 11 14 15 13 8 9 7 12 17 18 19 16 5 1 2 - Study Intersections # XX% - Trip Distribution Percentage - Study Roadway H:\25\25407 - Willow Brook Community TIS\report\figs\25407_figs.dwg Apr 28, 2022 - 11:34am - Layout Tab: Fig5_Dist 2045 Trip Distribution 2045 Full Build-out Ada County, Idaho 5 Willowbrook Golf Community TIS April 2022 Figure N 25% 17% 4% 1% 8% 8% 6% 6% 4% 1% Note: 20% of site trips have an origin/destination within the study area. ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 10 Kittelson & Associates, Inc. Analysis Scenarios & Study Assumptions The proposed assumptions for the analysis include:  Time Periods: • Weekday AM Peak Hour (7:00 – 9:00 a.m.) • Weekday PM Peak Hour (4:00 – 6:00 p.m.)  Study Years • Existing Traffic Conditions (Year 2022). • Year 2030 (phase 1 build-out year) background traffic conditions (includes regional growth and in-process developments but no site development traffic). • Year 2045 (full build-out year) background traffic conditions (includes regional growth and in-process developments but no site development traffic). • Year 2030 (phase 1 build-out year) total traffic conditions (includes 2030 background traffic volumes plus phase 1 site-generated trips). • Year 2045 (full build-out year) total traffic conditions (includes 2045 background traffic volumes plus full build-out site-generated trips). • Year 2045 (full build-out year) total traffic conditions (includes 2045 background traffic volumes plus full build-out site-generated trips) with new roadway connections Aerie Way and Wing Road constructed.  Study intersections: • Phase 1 of Willow Brook Golf Community 1. Purple Sage Road & Can Ada Road 4. Deep Canyon Drive & SH 16 5. Lanktree Gulch Road & Can Ada Road 7. New Hope Road & Can Ada Road 17. SH 44 & Can Ada Road • All site access intersections • All internal collector intersections • Full Build-out of Willow Brook Golf Community 1. Purple Sage Road & Can Ada Road 2. Deep Canyon Drive & Aerie Way 3. Aerie Way & SH 16 4. Deep Canyon Road & SH 16 5. Lanktree Gulch Road & Can Ada Road 6. Lanktree Gulch Road & Wing Road 7. New Hope Road & Can Ada Road 8. Beacon Light Road & Wing Road 9. Beacon Light Road & Pollard Road 10. Beacon Light Road & SH 16 11. Beacon Light Road & Palmer Lane 12. Floating Feather Road & Can Ada Road 13. Floating Feather Road & Star Road 14. Floating Feather Road & Plummer Road ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 11 Kittelson & Associates, Inc. 15. Floating Feather Road & Pollard Road 16. Floating Feather Road & Palmer Lane 17. SH 44 & Can Ada Road 18. SH 44 & Star Road 19. SH 44 & Plummer Road • All site access intersections • All internal collector intersections  Study Roadway Segments: • Phase 1 of Willow Brook Golf Community • Deep Canyon Drive  Purple Sage Road to SH 16 • Lanktree Gulch Road  Can Ada Road to High Country Way • Purple Sage Road  Blessinger Road to Can Ada Road • Can Ada Road  Purple Sage Road to Lanktree Gulch Road  Lanktree Gulch Road to New Hope Road  New Hope Road to SH 44 • Beacon Light Road  SH 16 to Palmer Lane • All internal collectors • Full Build-out of Willow Brook Golf Community • Deep Canyon Drive  Purple Sage Road to SH 16 • Aerie Way  Deep Canyon Drive to SH 16 • Lanktree Gulch Road  Can Ada Road to Wing Road • Purple Sage Road  Blessinger Road to Can Ada Road • Can Ada Road  Purple Sage Road to Lanktree Gulch Road  Lanktree Gulch Road to New Hope Road  New Hope Road to Floating Feather Road  Floating Feather Road to SH 44 • Wing Road  New Hope Road to Beacon Light Road  Beacon Light Road to Lanktree Gulch Road • New Hope Road  Can Ada Road to Wing Road • Beacon Light Road  Wing Road to Pollard Road  Pollard Road to SH 16  SH 16 to Palmer Lane  Palmer Lane to Linder Road • Pollard Road  Beacon Light Road to Floating Feather Road • Floating Feather Road  Can Ada Road to Star Road  Star Road to Plummer Road  Plummer Road to Pollard Road  Pollard Road to SH 16  SH 16 to Palmer Lane ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 12 Kittelson & Associates, Inc. • Star Road  Floating Feather Road to SH 44  SH 44 to Joplin Road • Plummer Road  Floating Feather Road to SH 44 • All internal collectors  Improvement Triggers/Phasing • Due to the size of this development and the build-out timeline for the entire project to be completed, an analysis of the timeline/thresholds for improvements to be triggered will be completed to address the following: • The traffic related deficiency • The mitigation necessary • The projected number of units/size of land use constructed prior to the deficiency, which will be estimated based on the trip generation and background traffic growth  Background Growth Rate and In-Process Developments • Due to the build-out timeline, growth of traffic in the area will be calculated using growth rates by roadway. Table 3 shows the annually compounded growth rates that were gathered from the COMPASS model for growth from 2022-2030 and 2031- 2045. These rates will be applied directly to existing traffic volumes to arrive at background traffic volumes for year 2030 and year 2045. • Also included in Table 3 are the existing ADT traffic counts for the highest volume segment on each roadway as well as the projected volumes using the proposed growth rates. Table 3 Annually Compounded Growth Rates Proposed Growth Rates 2022 Counts 2030 Projection 2045 Projection Roadway 2022- 2030 2031- 2045 ADT ADT ADT Deep Canyon Drive 2% 12% 219 257 1,404 Purple Sage Road 8% 4% 1,416 2,621 4,720 Lanktree Gulch Road 5% 9% 500 739 2,691 New Hope Road 6% 2% 2,148 3,424 4,608 Beacon Light Road 9% 2% 6,370 12,693 17,083 Floating Feather Road 7% 3% 5,002 8,594 13,390 Can Ada Road 8% 4% 2,832 5,242 9,440 Star Road 2% 2% 12,972 15,199 20,456 Plummer Road 11% 1% 5,380 12,398 14,394 Pollard Road 18% 1% 1,390 5,225 6,066 Palmer Lane 17% 3% 214 751 1,171 SH 44 5% 1% - - - SH 16 4% 1% - - - ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 13 Kittelson & Associates, Inc. • The growth derived from the COMPASS model include general growth in the area, so individual in-process developments will not be included in this study. Attachment C contains the most recent select zone analysis provided by COMPASS which was used to develop these proposed growth rates.  Data Collection • Turning movement counts will be collected during a typical midweek (Tuesday through Thursday) a.m. peak period (7:00 a.m. – 9:00 a.m.) and p.m. peak period (4:00 p.m. – 6:00 • 48-hour roadway segment counts will be collected for all study roadways to determine ADT. Additionally, 48-hour counts will be collected for all legs of unsignalized study intersection in case signal warrants are necessary. • Kittelson will obtain historical crash data for the 2030 phase 1 intersections and roadway segments from ITD for the last 5 years on record. Planned Transportation Improvements All planned transportation improvements will be assumed as not constructed in base scenarios of analysis. They will be considered as mitigations for intersections and roadway segments to do not meet ACHD operating standards or ITD desired operating thresholds. Based on our review of ACHD’s Capital Improvement Plan adopted in August 2020 (ACHD CIP, Reference the following projects are in the study area:  2026-2030 • IN2020-83: SH 44 / Star Road. Replace/modify signal. Reconstruct/widen approaches.  2031-2035 • RD2020-121: Star Road (US 20/26 to SH 44). Reconstruct/widen to 5 lanes.  2036-2040 • RD2020-7: Beacon Light Road Extension (Munger Road to Pollard Road). New Road. Construct new 3-lane roadway. • RD2020-8: Beacon Light Road (Pollard Road to SH 16). Reconstruct/widen to 3-lanes. • RD2020-9: Beacon Light Road (SH 16 to Palmer Lane). Reconstruct/widen to 3-lanes. • RD2020-51: Floating Feather Road Extension (Can Ada Road to Star Road). New Road. Construct new 3-lane roadway. • RD2020-52: Floating Feather Road (Star Road to Plummer Road). Reconstruct/widen to 3-lanes. • RD2020-53: Floating Feather Road Realignment. (Plummer Road to SH 16). New Road. Construct new 3-lane roadway. ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 14 Kittelson & Associates, Inc. • RD2020-54: Floating Feather Road Realignment. (SH 16 to Palmer Lane). New Road. Construct new 3-lane roadway. • RD2020-107: New Hope Road (Can Ada Road to Munger Road). Reconstruct/widen to 3-lanes. • IN2020-71: New Hope Road / Munger Road. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. • IN2020-17: Beacon Light Road / Pollard Road. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. • IN2020-13: Beacon Light Road / SH 16. Replace/modify signal. Reconstruct/widen approaches. • IN2020-15: Beacon Light Road / Palmer Lane. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. • IN2020-40: Floating Feather Road / Palmer Lane. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. • IN2020-42: Floating Feather Road / Plummer Road. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. • IN2020-43: Floating Feather Road / Star Road. Add roundabout. Reconstruct/widen approaches to construct a Single-lane Roundabout. Based on our review of ACHD’s Integrated Five Year Work Plan (ACHD IFYWP, Reference there were no projects identified in the study area. Based on our review of CHD4’s Mid-Star Service Area Capital Improvements Plan (CHD4 CIP, Reference the following projects were identified in the study area:  2020-2025 • I-26: SH 44 / Can Ada Road. Install Traffic Signal  2025-2030 • Can Ada Road / Foothill Road. Add Single-Lane Roundabout. • R-10. Can Ada Road (SH 44 to Willis Road). Add left turn lanes at intersections.  2030-2035 • R-11. Can Ada Road (Willis Road to Purple Sage Road). Add left turn lanes at intersections. • R-14 Willis Road (Blessinger Road to Can Ada Road). Construct new two lane roadway.  2035-2040 • R-7: Purple Sage Road (Kingsbury Road to Can Ada Road). Add left turn lanes at intersections. ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 15 Kittelson & Associates, Inc. • R-9: Blessinger Road (SH 44 to Willis Road). Add left turn lanes at intersections. • R-13. Blessinger Road (Willis Road to Purple Sage Road). Construct new two lane roadway with left turn lanes at intersections. ITD’s State Highway 44 Corridor Plan includes planned improvements on SH 44 at the south end of the study area. Intersection projects are included in the ACHD CIP and CHD4 CIP above. ITD Plans to connect SH16 to I-84. This project is under design and was assumed as in place for the purpose of traffic patterns in this study. The portion of SH 16 north of SH 44 will likely see improvements in the timeframe of this study, but the details of which are still being determined. In addition, the following external roadway improvements are planned as key connections for the Willow Brook Golf Community. They are planned to be constructed by 2045 (full build-out of Willow Brook Golf Community). This study will examine the need for and timing of these development related roadway improvements. The 2045 total traffic conditions will be analyzed both with and without these improvements.  Can Ada Road (Lanktree Gulch Road and New Hope Road): Roadway improvements.  Wing Road (Lanktree Gulch Road to Beacon Light Road): New road, connection completed.  Aerie Way (Deep Canyon Drive to SH 16). New road constructed. Analysis tools And Operating Standards The intersection operational analysis will be performed using the Highway Capacity Manual 6th Edition analysis procedures (Reference To ensure that this analysis is based on a reasonable worst-case scenario, the peak 15-minute flow rate during the weekday a.m. and p.m. peak hours will be used in the evaluation of all intersection level or service (LOS) and vehicle-to-capacity (V/C) ratios. The intersection peak hour factor (PHF) will be utilized in all operations analyses to comply with ACHD Policy and HCM methods. The signalized and stop-controlled intersection operations analyses presented in this report will be completed using 11 software, and if needed for supplemental analysis, HCS 7 software and Sidra Intersection 9 software. For a signalized intersection’s overall V/C ratios, the HCM 2000 procedure will be utilized since the HCM 6th Edition procedure doesn’t produce an intersection V/C ratio. The analysis will be performed in accordance with the methodologies stated in Section 7106.6 of the ACHD Policy Manual (Reference 7) and include consideration of separate left-and right-turn lanes as well as queuing impacts. Intersection and segment level of service will be reported per ACHD Policy Manual and Highway Standards. ACHD requires that signalized intersections operate at a minimum of LOS E for Principal Arterials and Minor Arterials and LOS D for Collectors. All unsignalized intersections that have a projected level of service D or worse shall be evaluated to determine if a signal or roundabout is warranted. The acceptable volume-to- capacity ratio for signalized intersections is 0.90 for the overall intersection and 1.0 for each lane group. The acceptable volume-to-capacity ratio is 1.0 for the critical lane group at unsignalized intersections. Although not policy, ITD’s desirable thresholds are LOS D and v/c ratio of 0.90 or better for all intersections and a v/c ratio of 0.90 or better for all intersection land groups. Next Steps We request that ITD, ACHD and CHD4 review this scoping memorandum and provide a response on the assumptions so that we can move forward with this study. Please contact Jamie Markosian ([PHONE REDACTED] or ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 16 Kittelson & Associates, Inc. [EMAIL REDACTED]) if you have any questions or comments on the information provided in this memorandum. ---PAGE BREAK--- Willow Brook Golf Community TIS – Scoping Memo Project 25407 July 25, 2022 Page 17 Kittelson & Associates, Inc. References 1. Star Idaho. Zoning Map. Published January 2018. 2. Institute of Transportation Engineers. Trip Generation Manual, 11th Edition. September 2021. 3. Ada County Highway District. Capital Improvements Plan. Published August 19, 2020. 4. Ada County Highway District. Five Year Integrated Work Plan 2022-2026. January 26, 2022. 5. Canyon Highway District 4. Mid-Star Service Area Capital Improvements Plan. May 7, 2021. 6. Transportation Research Board. Highway Capacity Manual 6th Edition. Washington D.C. 2015. 7. Ada County Highway District. Policy Manual. 2010. Attachments A. 684 Internal Trip Capture Worksheets B. COMPASS Model Run for the Willow Brook Golf Community C. COMPASS Model Run with most recent projected growth rates ---PAGE BREAK--- Appendix B Signal Timing Sheets ---PAGE BREAK--- (O/L 8 or H) (FYA) 4 . 7 5 (FYA) (O/L 6 or F) (O/L 2 or B) (FYA) 1 6 3 . 8 (FYA) (O/L 4 or D) Location: SH 16 & Beacon Light (#456) Ring 2 5 FYA 6 7 FYA 8 Ring 1 1 FYA 2 3 FYA 4 Ped. Phase 6 Ped. Phase 8 N Diagram ACHD Standard Phasing Ped. Phase 4 Beacon Light SH 16 Ped. Phase 2 2 PhasingDiagram SH16AndBeaconLight07262018 Rev. - 05292003MB ---PAGE BREAK--- Controller Database Timing Sheet 456 - SH16 & Beacon Light ( Standard-3/19/2020 4:26:02 PM) Reviewed By: NTDomain\mboydstu n Created By: Station: Type: Firmware: NTCIP 76.x ATC Ethernet Modified By: 4 9 4 8 4 7 4 6 4 5 4 4 4 3 4 2 4 1 4 0 3 9 3 8 3 7 3 6 3 5 3 4 3 3 3 2 3 1 3 0 2 9 2 8 2 7 2 6 2 5 2 4 2 3 2 2 2 1 2 0 1 9 1 8 1 7 1 6 1 5 1 4 1 3 1 2 1 1 1 0 9 8 7 6 5 4 3 2 1 Actions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pre2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pre1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aux 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aux 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aux 1 0 0 0 0 0 0 0 0 0 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 25 4 9 8 7 6 5 4 3 2 1 Pattern Table - 1 456 8/22/2022 4:05:07 PM 1/16 ---PAGE BREAK--- 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Adv Schedule . . . . . . . . . . . . . . . . . X X X 23 . . . . . . . . . . . . . . . . . X X X 22 . . . . . . . . . . . . . . . . . X X X 21 . . . . . . . . . . . . . . . . . X X X 20 . . . . . . . . . . . . . . . . . X X X 19 . . . . . . . . . . . . . . . . . X X X 18 . . . . . . . . . . . . . . . . . X X X 17 . . . . . . . . . . . . . . . . . X X X 16 . . . . . . . . . . . . . . . . . X X X 15 . . . . . . . . . . . . . . . . . X X X 14 . . . . . . . . . . . . . . . . . X X X 13 . . . . . . . . . . . . . . . . . X X X 12 . . . . . . . . . . . . . . . . . X X X 11 . . . . . . . . . . . . . . . . . X X X 10 . . . . . . . . . . . . . . . . . X X X 09 . . . . . . . . . . . . . . . . . X X X 08 . . . . . . . . . . . . . . . . . X X X 07 . . . . . . . . . . . . . . . . . X X X 06 . . . . . . . . . . . . . . . . . X X X 05 . . . . . . . . . . . . . . . . . X X X 04 . . . . . . . . . . . . . . . . . X X X 03 . . . . . . . . . . . . . . . . . X X X 02 . . . . . . . . . . . . . . . . . X X X 01 . . . . . . . . . . . . . . . . . X X X Dec . . . . . . . . . . . . . . . . . X X X Nov . . . . . . . . . . . . . . . . . X X X Oct . . . . . . . . . . . . . . . . . X X X Sep . . . . . . . . . . . . . . . . . X X X Aug . . . . . . . . . . . . . . . . . X X X Jul . . . . . . . . . . . . . . . . . X X X Jun . . . . . . . . . . . . . . . . . X X X May . . . . . . . . . . . . . . . . . X X X Apr . . . . . . . . . . . . . . . . . X X X Mar . . . . . . . . . . . . . . . . . X X X Feb . . . . . . . . . . . . . . . . . X X X Jan Table - 1 456 8/22/2022 4:05:07 PM 2/16 ---PAGE BREAK--- 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Adv Schedule 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 2 1 Plan . . . . . . . . . . . . . . . . . . X . Sat . . . . . . . . . . . . . . . . . . . X Fri . . . . . . . . . . . . . . . . . . . X Thu . . . . . . . . . . . . . . . . . . . X Wed . . . . . . . . . . . . . . . . . . . X Tue . . . . . . . . . . . . . . . . . . . X Mon . . . . . . . . . . . . . . . . . X . . Sun . . . . . . . . . . . . . . . . . X X X 31 . . . . . . . . . . . . . . . . . X X X 30 . . . . . . . . . . . . . . . . . X X X 29 . . . . . . . . . . . . . . . . . X X X 28 . . . . . . . . . . . . . . . . . X X X 27 . . . . . . . . . . . . . . . . . X X X 26 . . . . . . . . . . . . . . . . . X X X 25 . . . . . . . . . . . . . . . . . X X X 24 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Day Plan 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 1 456 8/22/2022 4:05:07 PM 3/16 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Day Plan 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 456 8/22/2022 4:05:07 PM 4/16 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Overlap Programming 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.5 1.5 2 1.5 2.5 1.5 2 1.5 Red 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 6.5 3.5 5 3.5 6.5 3.5 5 3.5 Yellow 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Green NORMA L NORMA L NORMA L NORMA L NORMA L NORMA L NORMA L NORMA L FYA-4 NORMA L FYA-4 NORMA L FYA-4 NORMA L FYA-4 NORMA L Type 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P2 0 0 0 0 0 0 0 0 8 0 6 0 4 0 2 0 Modify P1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P2 0 0 0 0 0 0 0 0 7 0 5 0 3 0 1 0 Included P1 Table - 1 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Overlap+ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P1 Table - 1 456 8/22/2022 4:05:07 PM 5/16 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Overlap+ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O4 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 OverlapB+ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FYAGapMin 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GrnExtInh 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GrnExtInh 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GrnExtInh 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GrnExtInh 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GrnExtInh 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GrnExtInh 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GrnExtInh 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GrnExtInh 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FYA Ext Overlap 0 0 0 0 0 0 0 0 5 0 5 0 5 0 5 0 FYA Delay Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Transit Input . . . . . . . . . . . . . . . . FYARedB4Ped . . . . . . . . . . . . . . . . FYA ImmedReturn . . . . . . . . . . . . . . . . PedCallClear . . . . . . . . . . . . . . . . FYA Skip Red . . . . . . . . . . . . . . . . FYA After Preempt . . . . . . . . . . . . . . . . FYA MCE Disable . . . . . . . . . . . . . . . . Leading Green Table - 1 456 8/22/2022 4:05:07 PM 6/16 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 OverlapB+ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FYAGapDet4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FYAGapDet3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FYAGapDet2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FYAGapDet1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FYAGapExt 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FYAGapMax 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Patterns 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Seq Number 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split Number 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Offset Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cycle Time Table - 1 8 7 6 5 4 3 2 1 Phase Times and Options GREEN RED RED RED GREEN RED RED RED Startup 10 0 0 0 10 0 0 0 Dynamic Max Step 120 0 0 0 120 0 0 0 Dynamic Max Limit 0 0 0 0 0 0 0 0 Min Gap 0 0 0 0 0 0 0 0 Reduce By 0 0 0 0 0 0 0 0 Time To Reduce 0 0 0 0 0 0 0 0 Cars Before Reduce 0 0 0 0 0 0 0 0 Time Before Reduce 0 0 0 0 0 0 0 0 Max Initial 0 0 0 0 0 0 0 0 Added Initial 0 0 0 0 0 0 0 0 Red Revert 2.5 2.5 2 2 2.5 2.5 2 2 Red Clr 6.5 6.5 5 5 6.5 6.5 5 5 Yellow Clr 70 35 45 30 70 35 45 30 Max2 60 30 35 25 60 30 35 25 Max1 5 2 3 2 5 2 3 2 Gap Ext 10 5 10 5 10 5 10 5 Min Green 0 0 0 0 0 0 0 0 Ped Clearance 0 0 0 0 0 0 0 0 Walk Table - 1 456 8/22/2022 4:05:07 PM 7/16 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Phase Times and Options 0 0 0 0 0 0 0 0 Concur 8 0 0 0 0 0 0 0 0 Concur 7 0 0 0 0 0 0 0 0 Concur 6 0 0 0 0 0 0 0 0 Concur 5 0 0 0 0 0 0 0 0 Concur 4 0 0 0 0 0 0 0 0 Concur 3 4 4 2 2 8 8 6 6 Concur 2 3 3 1 1 7 7 5 5 Concur 1 2 2 2 2 1 1 1 1 Ring . . . . . . . . Add Init Calc . . . . . . . . Cond Service . . . . . . . . Rest In Walk . . . . . . . . Guar Passage X X X X X X X X Sim Gap Enable X . X . X . X . Dual Entry . . . . . . . . Soft Recall . . . . . . . . Ped Recall . . . . . . . . Max Recall X . . . X . . . Min Recall . . . . . . . . Lock Call . . . . . . . . Non-Actuated 2 . . . . . . . . Non-Actuated 1 X . . . X . . . Auto Flash Exit X . . . X . . . Auto Flash Entry X X X X X X X X Enable 2 1 Ring Sequences 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 8 4 Ring P4 7 3 Ring P3 6 2 Ring P2 5 1 Ring P1 Table - 1 456 8/22/2022 4:05:07 PM 8/16 ---PAGE BREAK--- 2 1 Ring Sequences Table - 6 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 7 4 Ring P4 8 3 Ring P3 6 2 Ring P2 5 1 Ring P1 Table - 5 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 8 4 Ring P4 7 3 Ring P3 5 1 Ring P2 6 2 Ring P1 Table - 4 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 8 4 Ring P4 7 3 Ring P3 6 1 Ring P2 5 2 Ring P1 Table - 3 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 8 4 Ring P4 7 3 Ring P3 5 2 Ring P2 6 1 Ring P1 Table - 2 456 8/22/2022 4:05:07 PM 9/16 ---PAGE BREAK--- 2 1 Ring Sequences Table - 10 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 8 3 Ring P4 7 4 Ring P3 6 2 Ring P2 5 1 Ring P1 Table - 9 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 7 4 Ring P4 8 3 Ring P3 5 1 Ring P2 6 2 Ring P1 Table - 8 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 7 4 Ring P4 8 3 Ring P3 6 1 Ring P2 5 2 Ring P1 Table - 7 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 7 4 Ring P4 8 3 Ring P3 5 2 Ring P2 6 1 Ring P1 456 8/22/2022 4:05:07 PM 10/16 ---PAGE BREAK--- 2 1 Ring Sequences Table - 14 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 7 3 Ring P4 8 4 Ring P3 6 2 Ring P2 5 1 Ring P1 Table - 13 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 8 3 Ring P4 7 4 Ring P3 5 1 Ring P2 6 2 Ring P1 Table - 12 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 8 3 Ring P4 7 4 Ring P3 6 1 Ring P2 5 2 Ring P1 Table - 11 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 8 3 Ring P4 7 4 Ring P3 5 2 Ring P2 6 1 Ring P1 456 8/22/2022 4:05:07 PM 11/16 ---PAGE BREAK--- 2 1 Ring Sequences 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 7 3 Ring P4 8 4 Ring P3 5 1 Ring P2 6 2 Ring P1 Table - 16 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 7 3 Ring P4 8 4 Ring P3 6 1 Ring P2 5 2 Ring P1 Table - 15 0 0 Ring P8 0 0 Ring P7 0 0 Ring P6 0 0 Ring P5 7 3 Ring P4 8 4 Ring P3 5 2 Ring P2 6 1 Ring P1 8 7 6 5 4 3 2 1 Splits Expanded . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 2 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 1 456 8/22/2022 4:05:07 PM 12/16 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Splits Expanded Table - 12 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 11 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 10 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 9 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 8 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 7 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 6 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 5 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 4 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 3 456 8/22/2022 4:05:07 PM 13/16 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Splits Expanded 0 0 0 0 0 0 0 0 Time Table - 21 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 20 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 19 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 18 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 17 . . . . . . . Coord Phase NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 Time Table - 16 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 15 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 14 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 13 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time 456 8/22/2022 4:05:07 PM 14/16 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Splits Expanded NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 Time Table - 30 . . . . . . . . Coord Phase NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 Time Table - 29 . . . . . . . . Coord Phase NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 Time Table - 28 . . . . . . . . Coord Phase NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 Time Table - 27 . . . . . . . . Coord Phase NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 Time Table - 26 . . . . . . . . Coord Phase NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 Time Table - 25 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 24 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 23 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 Time Table - 22 . . . . . . . . Coord Phase NON NON NON NON NON NON NON NON Mode 456 8/22/2022 4:05:07 PM 15/16 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Splits Expanded . . . . . . . . Coord Phase NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 Time Table - 32 . . . . . . . . Coord Phase NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 Time Table - 31 . . . . . . . . Coord Phase 456 8/22/2022 4:05:07 PM 16/16 ---PAGE BREAK--- 4 7 (FYA) 2 5 (FYA) 1 (FYA) 6 3 (FYA) 8 Location: SH44 and Star Rd. ( # 346 ) Ring 2 5 FYA 6 7 FYA 8 Ring 1 1 FYA Star Rd. SH 44 2 3 FYA 4 O/L 9 (5+8) Ped. Phase 6 Ped. Phase 2 Ped. Phase 4 Ped. Phase 8 N Diagram ACHD Standard Phasing PhasingDiagram SH44AndStarRdDiagram Rev. - 05292003MB ---PAGE BREAK--- Controller Database Timing Sheet 346 - State & Star - 980 ( Standard-10/28/2021 5:13:40 PM) Reviewed By: NTDomain\mboydstu n Created By: Station: Type: Firmware: NTCIP 61.x TS2 Ethernet Modified By: 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Actions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aux 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aux 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aux 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pattern Table - 1 346 8/22/2022 4:01:55 PM 1/19 ---PAGE BREAK--- 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Channels Assignments + + + + + + + + + + + + + + + + + + + + + + + + Alt Cyc . . . . . . . . . . . . . . . . . . . . . . . . Dimming Red . . . . . . . . . . . . . . . . . . . . . . . . Dimming Yellow . . . . . . . . . . . . . . . . . . . . . . . . Dimming Green . . . . . . . . . . . . . . . . . . . . . . . . Flash 1-2 Hertz DRK DRK DRK DRK DRK DRK DRK DRK DRK DRK DRK DRK RED RED RED RED RED RED RED RED RED RED RED RED Flash VEH VEH VEH VEH PED PED PED PED PED PED PED PED OLP OLP OLP OLP VEH OLP VEH OLP VEH OLP VEH OLP Type 0 0 0 0 7 5 3 1 8 6 4 2 12 11 10 9 8 8 6 6 4 4 2 2 PH/OLP # Table - 1 Value COORD FIXED Force Mode MAX INH Maximum Mode SHRT/LNG Correct Mode 254 Operation Mode Table - 1 346 8/22/2022 4:01:55 PM 2/19 ---PAGE BREAK--- Value Coord Plus . Shortway+ . Closed Loop Active + Coord NTCIP Yield Sign 0 Yield Value . Coord Easy Float . Latch Sec Foff . Auto Reset . External . Stop In Walk NO_RECYCLE Recycle TIMED Leave After TIMED Leave Before FRC Mode Table - 1 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Day Plan 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 1 346 8/22/2022 4:01:55 PM 3/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Day Plan 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 6 Value Flashing Yellow Arrow 16 Channel 4 15 Channel 3 14 Channel 2 13 Channel 1 Table - 1 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Overlap Programming 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P3 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 Included P2 0 0 0 0 0 0 0 5 7 0 5 0 3 0 1 0 Included P1 Table - 1 346 8/22/2022 4:01:55 PM 4/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Overlap Programming 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2 2 1.5 2 1.5 2 1.5 2 1.5 Red 3.5 3.5 3.5 3.5 3.5 3.5 3.5 4 4 3.5 4 3.5 4 3.5 4 3.5 Yellow 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Green NORMA L NORMA L NORMA L NORMA L NORMA L NORMA L NORMA L NORMA L R-T/OTH NORMA L R-T/OTH NORMA L R-T/OTH NORMA L R-T/OTH NORMA L Type 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P2 0 0 0 0 0 0 0 8 8 0 6 0 4 0 2 0 Modify P1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P7 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Overlap+ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 2 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 Conflict Ped 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict O1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P1 Table - 1 346 8/22/2022 4:01:55 PM 5/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Overlap+ 0 0 0 0 0 0 0 0 5 0 5 0 5 0 5 0 FYA Delay . . . . . . . . FL YEL4 . FL YEL4 . FL YEL4 . FL YEL4 . Type 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Green Delay . . . . . . . . . . . . . . . . FYA After Preempt . . . . . . . . . . . . . . . . LeadGreen 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 3 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pattern Plus 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Inh 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Det Grp 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ph Time Table 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ph Opt Table 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CIC Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ret Hold . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Min Ped . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Min Veh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Flt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Max2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CNA BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN BE GG RN Offset 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Early Yield 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No Short P 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No Short P 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No Short P 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No Short P 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Dwell 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 Long 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Short Table - 1 346 8/22/2022 4:01:55 PM 6/19 ---PAGE BREAK--- 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pattern Plus 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ofst4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ofst3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ofst2 DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T DF T Dia Mode . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Olp Off 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Olp Off 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Olp Off 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Olp Off 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Olp Off 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Olp Off 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Olp Off 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Olp Off 1 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Patterns 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Seq Number 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split Number 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Offset Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cycle Time Table - 1 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Phase Entries 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Before Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Initial 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Added Initial 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2 2 2 2 2 2 2 2 Red 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 4 4 4 4 4 4 4 4 Yellow 0 0 0 0 0 0 0 0 40 40 80 40 45 40 80 40 Max2 0 0 0 0 0 0 0 0 35 20 60 20 35 20 60 20 Max1 0 0 0 0 0 0 0 0 2 2 2.5 2 2 2 2.5 2 Passage 0 0 0 0 0 0 0 0 10 5 10 5 10 5 10 5 Min Green 0 0 0 0 0 0 0 0 21 0 19 0 20 0 15 0 Ped Clearance 0 0 0 0 0 0 0 0 5 0 5 0 5 0 5 0 Walk Table - 1 346 8/22/2022 4:01:55 PM 7/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Phase Entries 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 3 0 0 0 0 0 0 0 0 4 4 2 2 8 8 6 6 Concur 2 0 0 0 0 0 0 0 0 3 3 1 1 7 7 5 5 Concur 1 0 0 0 0 0 0 0 0 2 2 2 2 1 1 1 1 Ring . . . . . . . . . . . . . . . . Add Init Calc . . . . . . . . . . . . . . . . Cond Service . . . . . . . . . . . . . . . . Rest In Walk . . . . . . . . . . . . . . . . Guar Passage . . . . . . . . X X X X X X X X Sim Gap Enable . . . . . . . . X . X . X . X . Dual Entry . . . . . . . . . . . . . . . . Soft Recall . . . . . . . . . . . . . . . . Ped Recall . . . . . . . . . . . . . . . . Max Recall . . . . . . . . . . X . . . X . Min Recall . . . . . . . . . . . . . . . . Lock Call . . . . . . . . . . . . . . . . Non Act2 . . . . . . . . . . . . . . . . Non Act1 . . . . . . . . . . X . . . X . Auto Exit . . . . . . . . . . X . . . X . Auto Entry . . . . . . . . X X X X X X X X Enable RED RED RED RED RED RED RED RED RED RED WALK RED RED RED WALK RED Startup 0 0 0 0 0 0 0 0 0 0 15 0 0 0 15 0 Dynamic Max Step 0 0 0 0 0 0 0 0 0 0 90 0 0 0 90 0 Dynamic Max Limit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Gap 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reduce By 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time To Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cars Before Reduce 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Phase Entries+ 346 8/22/2022 4:01:55 PM 8/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Phase Entries+ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phs2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phs1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs1 . . . . . . . . . . . . . . . . Inhibit P16 . . . . . . . . . . . . . . . . Inhibit P15 . . . . . . . . . . . . . . . . Inhibit P14 . . . . . . . . . . . . . . . . Inhibit P13 . . . . . . . . . . . . . . . . Inhibit P12 . . . . . . . . . . . . . . . . Inhibit P11 . . . . . . . . . . . . . . . . Inhibit P10 . . . . . . . . . . . . . . . . Inhibit P9 . . . . . . . . . . . . . . . . Inhibit P8 . . . . . . . . . . . . . . . . Inhibit P7 . . . . . . . . . . . . . . . . Inhibit P6 . . . . . . . . . . . . . . . . Inhibit P5 . . . . . . . . . . . . . . . . Inhibit P4 . . . . . . . . . . . . . . . . Inhibit P3 . . . . . . . . . . . . . . . . Inhibit P2 . . . . . . . . . . . . . . . . Inhibit P1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Start Yel 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Out 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Omit Yel 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Green Ped Delay Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conf Phs1 . . . . . . . . . . . . . . . . Ped Delay . . . . . . . . . . . . . . . . Max 2 . . . . . . . . . . . . . . . . Red Rest . . . . . . . . . . . . . . . . Skip Red . . . . . . . . . . . . . . . . Walk Yellow . . . . . . . . . . . . . . . . Reservice Table - 1 346 8/22/2022 4:01:55 PM 9/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Phase Entries+ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bike Clear 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phs4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phs3 4 3 2 1 Ring Sequences 0 0 6 2 Ring P1 Table - 4 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 8 4 Ring P4 0 0 7 3 Ring P3 0 0 6 1 Ring P2 0 0 5 2 Ring P1 Table - 3 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 8 4 Ring P4 0 0 7 3 Ring P3 0 0 5 2 Ring P2 0 0 6 1 Ring P1 Table - 2 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 8 4 Ring P4 0 0 7 3 Ring P3 0 0 6 2 Ring P2 0 0 5 1 Ring P1 Table - 1 346 8/22/2022 4:01:55 PM 10/19 ---PAGE BREAK--- 4 3 2 1 Ring Sequences 0 0 6 2 Ring P1 Table - 8 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 7 4 Ring P4 0 0 8 3 Ring P3 0 0 6 1 Ring P2 0 0 5 2 Ring P1 Table - 7 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 7 4 Ring P4 0 0 8 3 Ring P3 0 0 5 2 Ring P2 0 0 6 1 Ring P1 Table - 6 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 7 4 Ring P4 0 0 8 3 Ring P3 0 0 6 2 Ring P2 0 0 5 1 Ring P1 Table - 5 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 8 4 Ring P4 0 0 7 3 Ring P3 0 0 5 1 Ring P2 346 8/22/2022 4:01:55 PM 11/19 ---PAGE BREAK--- 4 3 2 1 Ring Sequences 0 0 6 2 Ring P1 Table - 12 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 8 3 Ring P4 0 0 7 4 Ring P3 0 0 6 1 Ring P2 0 0 5 2 Ring P1 Table - 11 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 8 3 Ring P4 0 0 7 4 Ring P3 0 0 5 2 Ring P2 0 0 6 1 Ring P1 Table - 10 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 8 3 Ring P4 0 0 7 4 Ring P3 0 0 6 2 Ring P2 0 0 5 1 Ring P1 Table - 9 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 7 4 Ring P4 0 0 8 3 Ring P3 0 0 5 1 Ring P2 346 8/22/2022 4:01:55 PM 12/19 ---PAGE BREAK--- 4 3 2 1 Ring Sequences 0 0 6 2 Ring P1 Table - 16 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 7 3 Ring P4 0 0 8 4 Ring P3 0 0 6 1 Ring P2 0 0 5 2 Ring P1 Table - 15 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 7 3 Ring P4 0 0 8 4 Ring P3 0 0 5 2 Ring P2 0 0 6 1 Ring P1 Table - 14 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 7 3 Ring P4 0 0 8 4 Ring P3 0 0 6 2 Ring P2 0 0 5 1 Ring P1 Table - 13 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 8 3 Ring P4 0 0 7 4 Ring P3 0 0 5 1 Ring P2 346 8/22/2022 4:01:55 PM 13/19 ---PAGE BREAK--- 4 3 2 1 Ring Sequences 0 0 0 0 Ring P8 0 0 0 0 Ring P7 0 0 0 0 Ring P6 0 0 0 0 Ring P5 0 0 7 3 Ring P4 0 0 8 4 Ring P3 0 0 5 1 Ring P2 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Scheduler . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 14 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 13 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 09 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 08 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 07 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 06 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 05 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 04 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 03 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 02 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 01 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Dec . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Nov . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Oct . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Sep . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Aug . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Jul . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Jun . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Apr . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Mar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Feb . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X Jan Table - 1 346 8/22/2022 4:01:55 PM 14/19 ---PAGE BREAK--- 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Scheduler 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 2 1 Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X . Sat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X Fri . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X Thu . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X Wed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X Tue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X Mon . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X . . Sun . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 31 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 30 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 29 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 28 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 27 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 26 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 24 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 23 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 22 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 21 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 20 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 19 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 18 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 17 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 16 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . X X X 15 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Splits Table - 3 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 2 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 1 346 8/22/2022 4:01:55 PM 15/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Splits 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 12 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 11 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 10 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 9 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 8 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 7 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 6 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 5 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 4 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time 346 8/22/2022 4:01:55 PM 16/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Splits NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 21 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 20 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 19 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 18 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 17 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 16 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 15 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 14 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 13 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 346 8/22/2022 4:01:55 PM 17/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Splits . . . . . . . . . . . . . . . . Coord-Ph NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 30 . . . . . . . . . . . . . . . . Coord-Ph NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 29 . . . . . . . . . . . . . . . . Coord-Ph NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 28 . . . . . . . . . . . . . . . . Coord-Ph NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 27 . . . . . . . . . . . . . . . . Coord-Ph NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 26 . . . . . . . . . . . . . . . . Coord-Ph NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 25 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 24 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 23 . . . . . . . . . . . . . . . . Coord-Ph NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 22 . . . . . . . . . . . . . . . . Coord-Ph 346 8/22/2022 4:01:55 PM 18/19 ---PAGE BREAK--- 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Splits . . . . . . . . . . . . . . . . Coord-Ph NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 32 . . . . . . . . . . . . . . . . Coord-Ph NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Mode 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time Table - 31 346 8/22/2022 4:01:55 PM 19/19 ---PAGE BREAK--- Controller Database Timing Sheet 469 - State & Plummer ( Standard-11/16/2021 3:23:12 PM) Reviewed By: NTdomain\wloyd Created By: Station: Type: Firmware: Scout Ethernet v85.2 Modified By: 8 7 6 5 4 3 2 1 Phase Times and Options(1.1.1/1.1.2/1.1.4) . . . . . . . . Lock Calls . . . . . . . . Soft Recall . . . . . . . . Ped Recall . . . . . . . . Max Recall . . X . . . X . Min Recall X . X X X . X X Enable P 0 0 15 0 0 0 15 0 Max Step 0 0 90 0 0 0 90 0 DyMaxLim 0 0 0 0 0 0 0 0 Gap Reduce Min Gap 0 0 0 0 0 0 0 0 Gap Reduce ReduceBy 0 0 0 0 0 0 0 0 Gap Reduce Time To 0 0 0 0 0 0 0 0 Gap Reduce Cars B4 Reduce 0 0 0 0 0 0 0 0 Gap Reduce Time B4 0 0 0 0 0 0 0 0 Max Init 0 0 0 0 0 0 0 0 Add Init 0 0 0 0 0 0 0 0 Red Revt 17 0 20 0 16 0 9 0 Ped Clr 5 0 5 0 5 0 5 0 Walk 1 1.5 2 2 1 1.5 2 2 Red Clr 4 3.5 4 4 4 3.5 4 4 Yel Clr 50 0 50 50 50 0 50 50 Max 2 30 0 60 25 40 0 60 20 MAX 1 2.5 0 4 2.5 2.5 0 4 2.5 Gap Ext 5 0 10 5 5 0 10 5 MIN GRN Table - 1 469 12/6/2022 12:10:00 PM 1/25 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Phase Times and Options(1.1.1/1.1.2/1.1.4) 0 0 0 0 0 0 0 0 C 23 0 0 0 0 0 0 0 0 C 22 0 0 0 0 0 0 0 0 C 21 0 0 0 0 0 0 0 0 C 20 0 0 0 0 0 0 0 0 C 19 0 0 0 0 0 0 0 0 C 18 0 0 0 0 0 0 0 0 C 17 0 0 0 0 0 0 0 0 C 16 0 0 0 0 0 0 0 0 C 15 0 0 0 0 0 0 0 0 C 14 0 0 0 0 0 0 0 0 C 13 0 0 0 0 0 0 0 0 C 12 0 0 0 0 0 0 0 0 C 11 0 0 0 0 0 0 0 0 C 10 0 0 0 0 0 0 0 0 C 9 0 0 0 0 0 0 0 0 C 8 0 0 0 0 0 0 0 0 C 7 0 0 0 0 0 0 0 0 C 6 0 0 0 0 0 0 0 0 C 5 0 0 0 0 0 0 0 0 C 4 0 0 0 0 0 0 0 0 C 3 4 4 2 2 8 8 6 6 C 2 3 3 1 1 7 7 5 5 C 1 RED RED WALK RED RED RED WALK RED Startup 2 2 2 2 1 1 1 1 Ring . . . . . . . . Hold to Max S S S S S S S S Added Init Calc . . . . . . . . Non-Actuated 2 . . . . . . . . Non-Actuated 1 . . . . . . . . Condit'l Service . . . . . . . . Rest In Walk . . . . . . . . Guarantd Passage X X X X X X X X Enable Simul Gap X . X . X . X . Dual Entry . . X . . . X . Auto Flash Exit X . . . X . . . Auto Flash Entry 469 12/6/2022 12:10:00 PM 2/25 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Phase Times and Options(1.1.1/1.1.2/1.1.4) 0 0 0 0 0 0 0 0 C 32 0 0 0 0 0 0 0 0 C 31 0 0 0 0 0 0 0 0 C 30 0 0 0 0 0 0 0 0 C 29 0 0 0 0 0 0 0 0 C 28 0 0 0 0 0 0 0 0 C 27 0 0 0 0 0 0 0 0 C 26 0 0 0 0 0 0 0 0 C 25 0 0 0 0 0 0 0 0 C 24 469 12/6/2022 12:10:00 PM 3/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 5 2 2 6 1 1 Table - 2 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 8 4 4 7 3 3 6 2 2 5 1 1 Table - 1 469 12/6/2022 12:10:00 PM 4/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 5 8 4 4 7 3 3 6 1 2 5 2 1 Table - 3 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 8 4 4 7 3 3 469 12/6/2022 12:10:00 PM 5/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 8 0 0 7 0 0 6 0 0 5 8 4 4 7 3 3 5 1 2 6 2 1 Table - 4 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 469 12/6/2022 12:10:00 PM 6/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 7 4 4 8 3 3 6 2 2 5 1 1 Table - 5 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 469 12/6/2022 12:10:00 PM 7/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 7 4 4 8 3 3 5 2 2 6 1 1 Table - 6 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 469 12/6/2022 12:10:00 PM 8/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 7 4 4 8 3 3 6 1 2 5 2 1 Table - 7 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 469 12/6/2022 12:10:00 PM 9/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 7 4 4 8 3 3 5 1 2 6 2 1 Table - 8 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 469 12/6/2022 12:10:00 PM 10/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 8 3 4 7 4 3 6 2 2 5 1 1 Table - 9 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 469 12/6/2022 12:10:00 PM 11/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 8 3 4 7 4 3 5 2 2 6 1 1 Table - 10 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 469 12/6/2022 12:10:00 PM 12/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 8 3 4 7 4 3 6 1 2 5 2 1 Table - 11 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 469 12/6/2022 12:10:00 PM 13/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 8 3 4 7 4 3 5 1 2 6 2 1 Table - 12 0 0 32 0 0 31 0 0 30 469 12/6/2022 12:10:00 PM 14/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 5 2 2 6 1 1 Table - 14 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 7 3 4 8 4 3 6 2 2 5 1 1 Table - 13 469 12/6/2022 12:10:00 PM 15/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 5 7 3 4 8 4 3 6 1 2 5 2 1 Table - 15 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 0 0 5 7 3 4 8 4 3 469 12/6/2022 12:10:00 PM 16/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 8 0 0 7 0 0 6 0 0 5 7 3 4 8 4 3 5 1 2 6 2 1 Table - 16 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 0 0 8 0 0 7 0 0 6 469 12/6/2022 12:10:00 PM 17/25 ---PAGE BREAK--- 2 1 Ring Sequences(1.2.4) 0 0 32 0 0 31 0 0 30 0 0 29 0 0 28 0 0 27 0 0 26 0 0 25 0 0 24 0 0 23 0 0 22 0 0 21 0 0 20 0 0 19 0 0 18 0 0 17 0 0 16 0 0 15 0 0 14 0 0 13 0 0 12 0 0 11 0 0 10 0 0 9 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Patterns(2.4) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 seqnc 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Offset 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cycle Table - 1 469 12/6/2022 12:10:00 PM 18/25 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Splits Expanded(2.7.X.1) Table - 10 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 9 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 8 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 7 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 6 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 5 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 4 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 3 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 2 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 1 469 12/6/2022 12:10:00 PM 19/25 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Splits Expanded(2.7.X.1) 0 0 0 0 0 0 0 0 Time Table - 19 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 18 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 17 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 16 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 15 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 14 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 13 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 12 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 11 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time 469 12/6/2022 12:10:00 PM 20/25 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Splits Expanded(2.7.X.1) . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 28 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 27 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 26 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 25 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 24 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 23 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 22 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 21 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 20 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 469 12/6/2022 12:10:00 PM 21/25 ---PAGE BREAK--- 8 7 6 5 4 3 2 1 Splits Expanded(2.7.X.1) NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 32 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 31 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 30 NON NON NON NON NON NON NON NON Mode . . . . . . . . Coord Phase 0 0 0 0 0 0 0 0 Time Table - 29 NON NON NON NON NON NON NON NON Mode 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Adv Schedule(4.3) . . . . . . . . . . . . . . . . . . . X Sep . . . . . . . . . . . . . . . . . . . X Aug . . . . . . . . . . . . . . . . . . . X Jul . . . . . . . . . . . . . . . . . . . X Jun . . . . . . . . . . . . . . . . . . . X May . . . . . . . . . . . . . . . . . . . X Apr . . . . . . . . . . . . . . . . . . . X Mar . . . . . . . . . . . . . . . . . . . X Feb . . . . . . . . . . . . . . . . . . . X Jan . . . . . . . . . . . . . . . . . . . X Sat . . . . . . . . . . . . . . . . . . . X Fri . . . . . . . . . . . . . . . . . . . X Thu . . . . . . . . . . . . . . . . . . . X Wed . . . . . . . . . . . . . . . . . . . X Tue . . . . . . . . . . . . . . . . . . . X Mon . . . . . . . . . . . . . . . . . . . X Sun Table - 1 469 12/6/2022 12:10:00 PM 22/25 ---PAGE BREAK--- 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Adv Schedule(4.3) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Plan . . . . . . . . . . . . . . . . . . . X 31 . . . . . . . . . . . . . . . . . . . X 30 . . . . . . . . . . . . . . . . . . . X 29 . . . . . . . . . . . . . . . . . . . X 28 . . . . . . . . . . . . . . . . . . . X 27 . . . . . . . . . . . . . . . . . . . X 26 . . . . . . . . . . . . . . . . . . . X 25 . . . . . . . . . . . . . . . . . . . X 24 . . . . . . . . . . . . . . . . . . . X 23 . . . . . . . . . . . . . . . . . . . X 22 . . . . . . . . . . . . . . . . . . . X 21 . . . . . . . . . . . . . . . . . . . X 20 . . . . . . . . . . . . . . . . . . . X 19 . . . . . . . . . . . . . . . . . . . X 18 . . . . . . . . . . . . . . . . . . . X 17 . . . . . . . . . . . . . . . . . . . X 16 . . . . . . . . . . . . . . . . . . . X 15 . . . . . . . . . . . . . . . . . . . X 14 . . . . . . . . . . . . . . . . . . . X 13 . . . . . . . . . . . . . . . . . . . X 12 . . . . . . . . . . . . . . . . . . . X 11 . . . . . . . . . . . . . . . . . . . X 10 . . . . . . . . . . . . . . . . . . . X 09 . . . . . . . . . . . . . . . . . . . X 08 . . . . . . . . . . . . . . . . . . . X 07 . . . . . . . . . . . . . . . . . . . X 06 . . . . . . . . . . . . . . . . . . . X 05 . . . . . . . . . . . . . . . . . . . X 04 . . . . . . . . . . . . . . . . . . . X 03 . . . . . . . . . . . . . . . . . . . X 02 . . . . . . . . . . . . . . . . . . . X 01 . . . . . . . . . . . . . . . . . . . X Dec . . . . . . . . . . . . . . . . . . . X Nov . . . . . . . . . . . . . . . . . . . X Oct Day Plan(4.4) 469 12/6/2022 12:10:00 PM 23/25 ---PAGE BREAK--- 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 33 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Table - 1 469 12/6/2022 12:10:00 PM 24/25 ---PAGE BREAK--- 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Day Plan(4.4) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Actions(4.5) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pre2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pre1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Special 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aux 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aux 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aux 1 254 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Pattern Table - 1 469 12/6/2022 12:10:00 PM 25/25 ---PAGE BREAK--- Appendix C Existing Intersection Traffic Count Data ---PAGE BREAK--- File Name : Beacon Light Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection: Palmer / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Beacon Light Road From East Palmer Lane From South Beacon Light Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total 07:00 AM 16 0 0 16 2 0 0 2 3 71 0 74 92 07:15 AM 23 1 0 24 0 1 0 1 3 100 0 103 128 07:30 AM 29 0 0 29 2 0 0 2 1 102 0 103 134 07:45 AM 30 3 0 33 2 0 0 2 2 78 0 80 115 Total 98 4 0 102 6 1 0 7 9 351 0 360 469 08:00 AM 17 1 0 18 3 4 0 7 1 78 0 79 104 08:15 AM 28 4 0 32 0 3 0 3 2 71 0 73 108 08:30 AM 32 2 0 34 1 3 0 4 2 85 0 87 125 08:45 AM 39 0 0 39 2 3 0 5 1 59 0 60 104 Total 116 7 0 123 6 13 0 19 6 293 0 299 441 04:00 PM 75 1 0 76 0 5 0 5 4 38 0 42 123 04:15 PM 71 0 0 71 1 5 0 6 1 43 0 44 121 04:30 PM 97 1 0 98 1 7 0 8 2 44 0 46 152 04:45 PM 103 0 0 103 2 2 0 4 1 40 0 41 148 Total 346 2 0 348 4 19 0 23 8 165 0 173 544 05:00 PM 126 0 0 126 1 6 0 7 2 39 0 41 174 05:15 PM 118 1 0 119 0 5 0 5 2 39 0 41 165 05:30 PM 119 0 0 119 1 7 0 8 2 39 0 41 168 05:45 PM 108 1 0 109 2 3 0 5 1 38 0 39 153 Total 471 2 0 473 4 21 0 25 7 155 0 162 660 Grand Total 1031 15 0 1046 20 54 0 74 30 964 0 994 2114 % 98.6 1.4 0 27 73 0 3 97 0 Total % 48.8 0.7 0 49.5 0.9 2.6 0 3.5 1.4 45.6 0 47 General Traffic 1023 15 0 1038 19 52 0 71 28 954 0 982 2091 % General Traffic 99.2 100 0 99.2 95 96.3 0 95.9 93.3 99 0 98.8 98.9 3+ Axle Heavy Trucks 8 0 0 8 1 2 0 3 2 10 0 12 23 % 3+ Axle Heavy Trucks 0.8 0 0 0.8 5 3.7 0 4.1 6.7 1 0 1.2 1.1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection: Palmer / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Beacon Light Road Beacon Light Road Palmer Lane Thru 1023 8 1031 Left 15 0 15 Peds 0 0 0 Out Total In 973 1038 2011 11 8 19 984 2030 1046 Left 52 2 54 Right 19 1 20 Peds 0 0 0 Out Total In 43 71 114 2 3 5 45 119 74 Thru 954 10 964 Right 28 2 30 Peds 0 0 0 Total Out In 1075 982 2057 10 12 22 1085 2079 994 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection: Palmer / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Beacon Light Road From East Palmer Lane From South Beacon Light Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 23 1 0 24 0 1 0 1 3 100 0 103 128 07:30 AM 29 0 0 29 2 0 0 2 1 102 0 103 134 07:45 AM 30 3 0 33 2 0 0 2 2 78 0 80 115 08:00 AM 17 1 0 18 3 4 0 7 1 78 0 79 104 Total Volume 99 5 0 104 7 5 0 12 7 358 0 365 481 % App. Total 95.2 4.8 0 58.3 41.7 0 1.9 98.1 0 PHF .825 .417 .000 .788 .583 .313 .000 .429 .583 .877 .000 .886 .897 General Traffic 99 5 0 104 6 5 0 11 7 355 0 362 477 % General Traffic 100 100 0 100 85.7 100 0 91.7 100 99.2 0 99.2 99.2 3+ Axle Heavy Trucks 0 0 0 0 1 0 0 1 0 3 0 3 4 % 3+ Axle Heavy Trucks 0 0 0 0 14.3 0 0 8.3 0 0.8 0 0.8 0.8 Beacon Light Road Beacon Light Road Palmer Lane Thru 99 0 99 Left 5 0 5 Peds 0 0 0 Out Total In 361 104 465 4 0 4 365 469 104 Left 5 0 5 Right 6 1 7 Peds 0 0 0 Out Total In 12 11 23 0 1 1 12 24 12 Thru 355 3 358 Right 7 0 7 Peds 0 0 0 Total Out In 104 362 466 0 3 3 104 469 365 Peak Hour Begins at 07:15 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection: Palmer / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Beacon Light Road From East Palmer Lane From South Beacon Light Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 08:00 AM 07:15 AM +0 mins. 17 1 0 18 3 4 0 7 3 100 0 103 +15 mins. 28 4 0 32 0 3 0 3 1 102 0 103 +30 mins. 32 2 0 34 1 3 0 4 2 78 0 80 +45 mins. 39 0 0 39 2 3 0 5 1 78 0 79 Total Volume 116 7 0 123 6 13 0 19 7 358 0 365 % App. Total 94.3 5.7 0 31.6 68.4 0 1.9 98.1 0 PHF .744 .438 .000 .788 .500 .813 .000 .679 .583 .877 .000 .886 General Traffic 113 7 0 120 6 12 0 18 7 355 0 362 % General Traffic 97.4 100 0 97.6 100 92.3 0 94.7 100 99.2 0 99.2 3+ Axle Heavy Trucks 3 0 0 3 0 1 0 1 0 3 0 3 % 3+ Axle Heavy Trucks 2.6 0 0 2.4 0 7.7 0 5.3 0 0.8 0 0.8 Beacon Light Road Beacon Light Road Palmer Lane Thru 113 3 116 Left 7 0 7 Peds 0 0 0 In - Peak Hour: 08:00 AM 120 3 123 Left 12 1 13 Right 6 0 6 Peds 0 0 0 In - Peak Hour: 08:00 AM 18 1 19 Thru 355 3 358 Right 7 0 7 Peds 0 0 0 In - Peak Hour: 07:15 AM 362 3 365 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection: Palmer / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Beacon Light Road From East Palmer Lane From South Beacon Light Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 126 0 0 126 1 6 0 7 2 39 0 41 174 05:15 PM 118 1 0 119 0 5 0 5 2 39 0 41 165 05:30 PM 119 0 0 119 1 7 0 8 2 39 0 41 168 05:45 PM 108 1 0 109 2 3 0 5 1 38 0 39 153 Total Volume 471 2 0 473 4 21 0 25 7 155 0 162 660 % App. Total 99.6 0.4 0 16 84 0 4.3 95.7 0 PHF .935 .500 .000 .938 .500 .750 .000 .781 .875 .994 .000 .988 .948 General Traffic 468 2 0 470 4 20 0 24 7 154 0 161 655 % General Traffic 99.4 100 0 99.4 100 95.2 0 96.0 100 99.4 0 99.4 99.2 3+ Axle Heavy Trucks 3 0 0 3 0 1 0 1 0 1 0 1 5 % 3+ Axle Heavy Trucks 0.6 0 0 0.6 0 4.8 0 4.0 0 0.6 0 0.6 0.8 Beacon Light Road Beacon Light Road Palmer Lane Thru 468 3 471 Left 2 0 2 Peds 0 0 0 Out Total In 158 470 628 1 3 4 159 632 473 Left 20 1 21 Right 4 0 4 Peds 0 0 0 Out Total In 9 24 33 0 1 1 9 34 25 Thru 154 1 155 Right 7 0 7 Peds 0 0 0 Total Out In 488 161 649 4 1 5 492 654 162 Peak Hour Begins at 05:00 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection: Palmer / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Beacon Light Road From East Palmer Lane From South Beacon Light Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 04:15 PM 04:00 PM +0 mins. 126 0 0 126 1 5 0 6 4 38 0 42 +15 mins. 118 1 0 119 1 7 0 8 1 43 0 44 +30 mins. 119 0 0 119 2 2 0 4 2 44 0 46 +45 mins. 108 1 0 109 1 6 0 7 1 40 0 41 Total Volume 471 2 0 473 5 20 0 25 8 165 0 173 % App. Total 99.6 0.4 0 20 80 0 4.6 95.4 0 PHF .935 .500 .000 .938 .625 .714 .000 .781 .500 .938 .000 .940 General Traffic 468 2 0 470 5 19 0 24 8 163 0 171 % General Traffic 99.4 100 0 99.4 100 95 0 96 100 98.8 0 98.8 3+ Axle Heavy Trucks 3 0 0 3 0 1 0 1 0 2 0 2 % 3+ Axle Heavy Trucks 0.6 0 0 0.6 0 5 0 4 0 1.2 0 1.2 Beacon Light Road Beacon Light Road Palmer Lane Thru 468 3 471 Left 2 0 2 Peds 0 0 0 In - Peak Hour: 05:00 PM 470 3 473 Left 19 1 20 Right 5 0 5 Peds 0 0 0 In - Peak Hour: 04:15 PM 24 1 25 Thru 163 2 165 Right 8 0 8 Peds 0 0 0 In - Peak Hour: 04:00 PM 171 2 173 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection: Palmer / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Pollard Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection:Pollard Rd/ Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Pollard Road From North Beacon Light Road From East Pollard Road From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 0 3 0 3 16 9 2 0 27 7 4 1 0 12 0 27 0 0 27 69 07:15 AM 1 5 13 0 19 7 13 3 0 23 3 3 2 0 8 0 39 2 0 41 91 07:30 AM 0 5 4 0 9 4 9 2 0 15 9 1 2 0 12 1 49 0 0 50 86 07:45 AM 0 2 4 0 6 1 12 5 0 18 8 3 1 0 12 0 17 1 0 18 54 Total 1 12 24 0 37 28 43 12 0 83 27 11 6 0 44 1 132 3 0 136 300 08:00 AM 0 1 3 0 4 2 6 4 0 12 9 2 0 0 11 0 34 0 0 34 61 08:15 AM 1 1 5 2 9 11 24 4 0 39 10 3 1 1 15 2 34 0 0 36 99 08:30 AM 2 2 5 0 9 13 6 4 0 23 6 5 0 0 11 0 40 1 1 42 85 08:45 AM 3 5 13 0 21 3 14 3 0 20 7 1 1 1 10 0 42 0 0 42 93 Total 6 9 26 2 43 29 50 15 0 94 32 11 2 2 47 2 150 1 1 154 338 04:00 PM 2 3 9 0 14 2 29 10 0 41 14 3 3 0 20 0 17 0 0 17 92 04:15 PM 5 2 13 0 20 3 38 11 0 52 9 2 0 0 11 2 27 0 0 29 112 04:30 PM 2 3 0 0 5 3 41 13 0 57 10 0 0 0 10 0 16 0 0 16 88 04:45 PM 1 0 2 0 3 3 44 13 0 60 4 1 1 0 6 1 18 0 0 19 88 Total 10 8 24 0 42 11 152 47 0 210 37 6 4 0 47 3 78 0 0 81 380 05:00 PM 1 4 5 0 10 14 70 8 0 92 12 0 2 0 14 0 16 2 0 18 134 05:15 PM 0 1 6 0 7 16 46 18 0 80 13 5 1 0 19 1 19 0 0 20 126 05:30 PM 0 2 1 0 3 14 56 22 0 92 7 4 0 0 11 1 18 0 0 19 125 05:45 PM 0 0 1 0 1 6 35 14 0 55 6 1 3 0 10 2 19 1 0 22 88 Total 1 7 13 0 21 50 207 62 0 319 38 10 6 0 54 4 72 3 0 79 473 Grand Total 18 36 87 2 143 118 452 136 0 706 134 38 18 2 192 10 432 7 1 450 1491 % 12.6 25.2 60.8 1.4 16.7 64 19.3 0 69.8 19.8 9.4 1 2.2 96 1.6 0.2 Total % 1.2 2.4 5.8 0.1 9.6 7.9 30.3 9.1 0 47.4 9 2.5 1.2 0.1 12.9 0.7 29 0.5 0.1 30.2 General Traffic 18 36 87 2 143 118 444 135 0 697 133 38 17 2 190 10 424 7 1 442 1472 % General Traffic 100 100 100 100 100 100 98.2 99.3 0 98.7 99.3 100 94.4 100 99 100 98.1 100 100 98.2 98.7 3+ Axle Heavy Trucks 0 0 0 0 0 0 8 1 0 9 1 0 1 0 2 0 8 0 0 8 19 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 1.8 0.7 0 1.3 0.7 0 5.6 0 1 0 1.9 0 0 1.8 1.3 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Pollard Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection:Pollard Rd/ Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Pollard Road Beacon Light Road Beacon Light Road Pollard Road Right 18 0 18 Thru 36 0 36 Left 87 0 87 Peds 2 0 2 In Out Total 163 143 306 0 0 0 163 306 143 Right 118 0 118 Thru 444 8 452 Left 135 1 136 Peds 0 0 0 Out Total In [PHONE REDACTED] 9 9 18 653 1359 706 Left 17 1 18 Thru 38 0 38 Right 133 1 134 Peds 2 0 2 Out Total In 181 190 371 1 2 3 182 374 192 Left 7 0 7 Thru 424 8 432 Right 10 0 10 Peds 1 0 1 Total Out In 479 442 921 9 8 17 488 938 450 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Pollard Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection:Pollard Rd/ Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Pollard Road From North Beacon Light Road From East Pollard Road From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 1 3 0 4 2 6 4 0 12 9 2 0 0 11 0 34 0 0 34 61 08:15 AM 1 1 5 2 9 11 24 4 0 39 10 3 1 1 15 2 34 0 0 36 99 08:30 AM 2 2 5 0 9 13 6 4 0 23 6 5 0 0 11 0 40 1 1 42 85 08:45 AM 3 5 13 0 21 3 14 3 0 20 7 1 1 1 10 0 42 0 0 42 93 Total Volume 6 9 26 2 43 29 50 15 0 94 32 11 2 2 47 2 150 1 1 154 338 % App. Total 14 20.9 60.5 4.7 30.9 53.2 16 0 68.1 23.4 4.3 4.3 1.3 97.4 0.6 0.6 PHF .500 .450 .500 .250 .512 .558 .521 .938 .000 .603 .800 .550 .500 .500 .783 .250 .893 .250 .250 .917 .854 General Traffic 6 9 26 2 43 29 46 14 0 89 31 11 2 2 46 2 145 1 1 149 327 % General Traffic 100 100 100 100 100 100 92.0 93.3 0 94.7 96.9 100 100 100 97.9 100 96.7 100 100 96.8 96.7 3+ Axle Heavy Trucks 0 0 0 0 0 0 4 1 0 5 1 0 0 0 1 0 5 0 0 5 11 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 8.0 6.7 0 5.3 3.1 0 0 0 2.1 0 3.3 0 0 3.2 3.3 Pollard Road Beacon Light Road Beacon Light Road Pollard Road Right 6 0 6 Thru 9 0 9 Left 26 0 26 Peds 2 0 2 In Out Total 41 43 84 0 0 0 41 84 43 Right 29 0 29 Thru 46 4 50 Left 14 1 15 Peds 0 0 0 Out Total In 202 89 291 6 5 11 208 302 94 Left 2 0 2 Thru 11 0 11 Right 31 1 32 Peds 2 0 2 Out Total In 25 46 71 1 1 2 26 73 47 Left 1 0 1 Thru 145 5 150 Right 2 0 2 Peds 1 0 1 Total Out In 54 149 203 4 5 9 58 212 154 Peak Hour Begins at 08:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Pollard Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection:Pollard Rd/ Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Pollard Road From North Beacon Light Road From East Pollard Road From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 08:00 AM 07:30 AM 08:00 AM +0 mins. 0 1 3 0 4 2 6 4 0 12 9 1 2 0 12 0 34 0 0 34 +15 mins. 1 1 5 2 9 11 24 4 0 39 8 3 1 0 12 2 34 0 0 36 +30 mins. 2 2 5 0 9 13 6 4 0 23 9 2 0 0 11 0 40 1 1 42 +45 mins. 3 5 13 0 21 3 14 3 0 20 10 3 1 1 15 0 42 0 0 42 Total Volume 6 9 26 2 43 29 50 15 0 94 36 9 4 1 50 2 150 1 1 154 % App. Total 14 20.9 60.5 4.7 30.9 53.2 16 0 72 18 8 2 1.3 97.4 0.6 0.6 PHF .500 .450 .500 .250 .512 .558 .521 .938 .000 .603 .900 .750 .500 .250 .833 .250 .893 .250 .250 .917 General Traffic 6 9 26 2 43 29 46 14 0 89 36 9 4 1 50 2 145 1 1 149 % General Traffic 100 100 100 100 100 100 92 93. 3 0 94.7 100 100 100 100 100 100 96. 7 100 100 96.8 3+ Axle Heavy Trucks 0 0 0 0 0 0 4 1 0 5 0 0 0 0 0 0 5 0 0 5 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 8 6.7 0 5.3 0 0 0 0 0 0 3.3 0 0 3.2 Pollard Road Beacon Light Road Beacon Light Road Pollard Road Right 6 0 6 Thru 9 0 9 Left 26 0 26 Peds 2 0 2 In - Peak Hour: 08:00 AM 43 0 43 Right 29 0 29 Thru 46 4 50 Left 14 1 15 Peds 0 0 0 In - Peak Hour: 08:00 AM 89 5 94 Left 4 0 4 Thru 9 0 9 Right 36 0 36 Peds 1 0 1 In - Peak Hour: 07:30 AM 50 0 50 Left 1 0 1 Thru 145 5 150 Right 2 0 2 Peds 1 0 1 In - Peak Hour: 08:00 AM 149 5 154 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Pollard Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection:Pollard Rd/ Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Pollard Road From North Beacon Light Road From East Pollard Road From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 1 0 2 0 3 3 44 13 0 60 4 1 1 0 6 1 18 0 0 19 88 05:00 PM 1 4 5 0 10 14 70 8 0 92 12 0 2 0 14 0 16 2 0 18 134 05:15 PM 0 1 6 0 7 16 46 18 0 80 13 5 1 0 19 1 19 0 0 20 126 05:30 PM 0 2 1 0 3 14 56 22 0 92 7 4 0 0 11 1 18 0 0 19 125 Total Volume 2 7 14 0 23 47 216 61 0 324 36 10 4 0 50 3 71 2 0 76 473 % App. Total 8.7 30.4 60.9 0 14.5 66.7 18.8 0 72 20 8 0 3.9 93.4 2.6 0 PHF .500 .438 .583 .000 .575 .734 .771 .693 .000 .880 .692 .500 .500 .000 .658 .750 .934 .250 .000 .950 .882 General Traffic 2 7 14 0 23 47 214 61 0 322 36 10 4 0 50 3 70 2 0 75 470 % General Traffic 100 100 100 0 100 100 99.1 100 0 99.4 100 100 100 0 100 100 98.6 100 0 98.7 99.4 3+ Axle Heavy Trucks 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 3 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0.9 0 0 0.6 0 0 0 0 0 0 1.4 0 0 1.3 0.6 Pollard Road Beacon Light Road Beacon Light Road Pollard Road Right 2 0 2 Thru 7 0 7 Left 14 0 14 Peds 0 0 0 In Out Total 59 23 82 0 0 0 59 82 23 Right 47 0 47 Thru 214 2 216 Left 61 0 61 Peds 0 0 0 Out Total In 120 322 442 1 2 3 121 445 324 Left 4 0 4 Thru 10 0 10 Right 36 0 36 Peds 0 0 0 Out Total In 71 50 121 0 0 0 71 121 50 Left 2 0 2 Thru 70 1 71 Right 3 0 3 Peds 0 0 0 Total Out In 220 75 295 2 1 3 222 298 76 Peak Hour Begins at 04:45 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Pollard Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection:Pollard Rd/ Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Pollard Road From North Beacon Light Road From East Pollard Road From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:45 PM 05:00 PM 04:15 PM +0 mins. 2 3 9 0 14 3 44 13 0 60 12 0 2 0 14 2 27 0 0 29 +15 mins. 5 2 13 0 20 14 70 8 0 92 13 5 1 0 19 0 16 0 0 16 +30 mins. 2 3 0 0 5 16 46 18 0 80 7 4 0 0 11 1 18 0 0 19 +45 mins. 1 0 2 0 3 14 56 22 0 92 6 1 3 0 10 0 16 2 0 18 Total Volume 10 8 24 0 42 47 216 61 0 324 38 10 6 0 54 3 77 2 0 82 % App. Total 23.8 19 57.1 0 14.5 66.7 18.8 0 70.4 18.5 11.1 0 3.7 93.9 2.4 0 PHF .500 .667 .462 .000 .525 .734 .771 .693 .000 .880 .731 .500 .500 .000 .711 .375 .713 .250 .000 .707 General Traffic 10 8 24 0 42 47 214 61 0 322 38 10 6 0 54 3 75 2 0 80 % General Traffic 100 100 100 0 100 100 99. 1 100 0 99.4 100 100 100 0 100 100 97. 4 100 0 97.6 3+ Axle Heavy Trucks 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0.9 0 0 0.6 0 0 0 0 0 0 2.6 0 0 2.4 Pollard Road Beacon Light Road Beacon Light Road Pollard Road Right 10 0 10 Thru 8 0 8 Left 24 0 24 Peds 0 0 0 In - Peak Hour: 04:00 PM 42 0 42 Right 47 0 47 Thru 214 2 216 Left 61 0 61 Peds 0 0 0 In - Peak Hour: 04:45 PM 322 2 324 Left 6 0 6 Thru 10 0 10 Right 38 0 38 Peds 0 0 0 In - Peak Hour: 05:00 PM 54 0 54 Left 2 0 2 Thru 75 2 77 Right 3 0 3 Peds 0 0 0 In - Peak Hour: 04:15 PM 80 2 82 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Pollard Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection:Pollard Rd/ Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection: SH-16 / Beacon Light Rd City, State: Star, Idaho Control: Signalized Groups Printed- General Traffic - 3+ Axle Heavy Trucks SH-16 From North Beacon Light Road From East SH-16 From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 3 140 44 0 187 4 4 4 0 12 20 37 21 0 78 21 13 2 0 36 313 07:15 AM 1 160 45 0 206 9 8 17 0 34 28 33 12 4 77 28 22 2 0 52 369 07:30 AM 0 149 35 0 184 10 10 15 0 35 32 84 8 0 124 20 39 3 0 62 405 07:45 AM 0 103 29 0 132 13 10 14 0 37 33 64 9 0 106 17 19 1 0 37 312 Total 4 552 153 0 709 36 32 50 0 118 113 218 50 4 385 86 93 8 0 187 1399 08:00 AM 2 89 29 0 120 5 4 11 0 20 26 59 5 1 91 18 24 3 0 45 276 08:15 AM 3 130 28 0 161 8 12 7 0 27 20 59 19 0 98 19 29 7 0 55 341 08:30 AM 2 123 30 0 155 13 5 13 0 31 34 92 13 0 139 24 21 7 0 52 377 08:45 AM 3 120 28 0 151 11 8 19 0 38 7 46 5 0 58 29 24 10 0 63 310 Total 10 462 115 0 587 37 29 50 0 116 87 256 42 1 386 90 98 27 0 215 1304 04:00 PM 5 76 10 0 91 41 23 16 0 80 10 119 17 0 146 14 26 7 0 47 364 04:15 PM 7 96 21 0 124 35 27 13 0 75 11 127 19 0 157 34 10 5 0 49 405 04:30 PM 6 78 18 0 102 54 40 17 0 111 16 169 20 0 205 8 15 8 0 31 449 04:45 PM 4 85 16 0 105 50 33 22 2 107 12 154 20 0 186 8 10 6 0 24 422 Total 22 335 65 0 422 180 123 68 2 373 49 569 76 0 694 64 61 26 0 151 1640 05:00 PM 5 74 12 0 91 61 59 14 0 134 18 140 33 0 191 15 9 8 0 32 448 05:15 PM 12 82 16 0 110 60 52 11 2 125 13 151 19 0 183 15 14 4 0 33 451 05:30 PM 10 91 12 0 113 57 47 25 0 129 12 147 16 0 175 11 10 2 0 23 440 05:45 PM 7 88 17 0 112 55 33 22 0 110 14 135 14 2 165 13 17 6 3 39 426 Total 34 335 57 0 426 233 191 72 2 498 57 573 82 2 714 54 50 20 3 127 1765 Grand Total 70 1684 390 0 2144 486 375 240 4 1105 306 1616 250 7 2179 294 302 81 3 680 6108 % 3.3 78.5 18.2 0 44 33.9 21.7 0.4 14 74.2 11.5 0.3 43.2 44.4 11.9 0.4 Total % 1.1 27.6 6.4 0 35.1 8 6.1 3.9 0.1 18.1 5 26.5 4.1 0.1 35.7 4.8 4.9 1.3 0 11.1 General Traffic 70 1639 384 0 2093 481 362 235 4 1082 300 1572 245 7 2124 290 300 79 3 672 5971 % General Traffic 100 97.3 98.5 0 97.6 99 96.5 97.9 100 97.9 98 97.3 98 100 97.5 98.6 99.3 97.5 100 98.8 97.8 3+ Axle Heavy Trucks 0 45 6 0 51 5 13 5 0 23 6 44 5 0 55 4 2 2 0 8 137 % 3+ Axle Heavy Trucks 0 2.7 1.5 0 2.4 1 3.5 2.1 0 2.1 2 2.7 2 0 2.5 1.4 0.7 2.5 0 1.2 2.2 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection: SH-16 / Beacon Light Rd City, State: Star, Idaho Control: Signalized SH-16 Beacon Light Road Beacon Light Road SH-16 Right 70 0 70 Thru 1639 45 1684 Left 384 6 390 Peds 0 0 0 In Out Total 2132 2093 4225 51 51 102 2183 4327 2144 Right 481 5 486 Thru 362 13 375 Left 235 5 240 Peds 4 0 4 Out Total In 984 1082 2066 14 23 37 998 2103 1105 Left 245 5 250 Thru 1572 44 1616 Right 300 6 306 Peds 7 0 7 Out Total In 2164 2124 4288 54 55 109 2218 4397 2179 Left 79 2 81 Thru 300 2 302 Right 290 4 294 Peds 3 0 3 Total Out In [PHONE REDACTED] 18 8 26 695 1375 680 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection: SH-16 / Beacon Light Rd City, State: Star, Idaho Control: Signalized SH-16 From North Beacon Light Road From East SH-16 From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 3 140 44 0 187 4 4 4 0 12 20 37 21 0 78 21 13 2 0 36 313 07:15 AM 1 160 45 0 206 9 8 17 0 34 28 33 12 4 77 28 22 2 0 52 369 07:30 AM 0 149 35 0 184 10 10 15 0 35 32 84 8 0 124 20 39 3 0 62 405 07:45 AM 0 103 29 0 132 13 10 14 0 37 33 64 9 0 106 17 19 1 0 37 312 Total Volume 4 552 153 0 709 36 32 50 0 118 113 218 50 4 385 86 93 8 0 187 1399 % App. Total 0.6 77.9 21.6 0 30.5 27.1 42.4 0 29.4 56.6 13 1 46 49.7 4.3 0 PHF .333 .863 .850 .000 .860 .692 .800 .735 .000 .797 .856 .649 .595 .250 .776 .768 .596 .667 .000 .754 .864 General Traffic 4 531 152 0 687 35 22 48 0 105 113 218 50 4 385 86 92 8 0 186 1363 % General Traffic 100 96.2 99.3 0 96.9 97.2 68.8 96.0 0 89.0 100 100 100 100 100 100 98.9 100 0 99.5 97.4 3+ Axle Heavy Trucks 0 21 1 0 22 1 10 2 0 13 0 0 0 0 0 0 1 0 0 1 36 % 3+ Axle Heavy Trucks 0 3.8 0.7 0 3.1 2.8 31.3 4.0 0 11.0 0 0 0 0 0 0 1.1 0 0 0.5 2.6 SH-16 Beacon Light Road Beacon Light Road SH-16 Right 4 0 4 Thru 531 21 552 Left 152 1 153 Peds 0 0 0 In Out Total 261 687 948 1 22 23 262 971 709 Right 35 1 36 Thru 22 10 32 Left 48 2 50 Peds 0 0 0 Out Total In 357 105 462 2 13 15 359 477 118 Left 50 0 50 Thru 218 0 218 Right 113 0 113 Peds 4 0 4 Out Total In [PHONE REDACTED] 23 0 23 688 1073 385 Left 8 0 8 Thru 92 1 93 Right 86 0 86 Peds 0 0 0 Total Out In 76 186 262 10 1 11 86 273 187 Peak Hour Begins at 07:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection: SH-16 / Beacon Light Rd City, State: Star, Idaho Control: Signalized SH-16 From North Beacon Light Road From East SH-16 From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:15 AM 07:45 AM 08:00 AM +0 mins. 3 140 44 0 187 9 8 17 0 34 33 64 9 0 106 18 24 3 0 45 +15 mins. 1 160 45 0 206 10 10 15 0 35 26 59 5 1 91 19 29 7 0 55 +30 mins. 0 149 35 0 184 13 10 14 0 37 20 59 19 0 98 24 21 7 0 52 +45 mins. 0 103 29 0 132 5 4 11 0 20 34 92 13 0 139 29 24 10 0 63 Total Volume 4 552 153 0 709 37 32 57 0 126 113 274 46 1 434 90 98 27 0 215 % App. Total 0.6 77.9 21.6 0 29.4 25.4 45.2 0 26 63.1 10.6 0.2 41.9 45.6 12.6 0 PHF .333 .863 .850 .000 .860 .712 .800 .838 .000 .851 .831 .745 .605 .250 .781 .776 .845 .675 .000 .853 General Traffic 4 531 152 0 687 37 23 55 0 115 110 263 42 1 416 86 98 26 0 210 % General Traffic 100 96. 2 99. 3 0 96.9 100 71. 9 96. 5 0 91.3 97. 3 96 91. 3 100 95.9 95. 6 100 96. 3 0 97.7 3+ Axle Heavy Trucks 0 21 1 0 22 0 9 2 0 11 3 11 4 0 18 4 0 1 0 5 % 3+ Axle Heavy Trucks 0 3.8 0.7 0 3.1 0 28. 1 3.5 0 8.7 2.7 4 8.7 0 4.1 4.4 0 3.7 0 2.3 SH-16 Beacon Light Road Beacon Light Road SH-16 Right 4 0 4 Thru 531 21 552 Left 152 1 153 Peds 0 0 0 In - Peak Hour: 07:00 AM 687 22 709 Right 37 0 37 Thru 23 9 32 Left 55 2 57 Peds 0 0 0 In - Peak Hour: 07:15 AM 115 11 126 Left 42 4 46 Thru 263 11 274 Right 110 3 113 Peds 1 0 1 In - Peak Hour: 07:45 AM 416 18 434 Left 26 1 27 Thru 98 0 98 Right 86 4 90 Peds 0 0 0 In - Peak Hour: 08:00 AM 210 5 215 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection: SH-16 / Beacon Light Rd City, State: Star, Idaho Control: Signalized SH-16 From North Beacon Light Road From East SH-16 From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 6 78 18 0 102 54 40 17 0 111 16 169 20 0 205 8 15 8 0 31 449 04:45 PM 4 85 16 0 105 50 33 22 2 107 12 154 20 0 186 8 10 6 0 24 422 05:00 PM 5 74 12 0 91 61 59 14 0 134 18 140 33 0 191 15 9 8 0 32 448 05:15 PM 12 82 16 0 110 60 52 11 2 125 13 151 19 0 183 15 14 4 0 33 451 Total Volume 27 319 62 0 408 225 184 64 4 477 59 614 92 0 765 46 48 26 0 120 1770 % App. Total 6.6 78.2 15.2 0 47.2 38.6 13.4 0.8 7.7 80.3 12 0 38.3 40 21.7 0 PHF .563 .938 .861 .000 .927 .922 .780 .727 .500 .890 .819 .908 .697 .000 .933 .767 .800 .813 .000 .909 .981 General Traffic 27 313 62 0 402 225 183 62 4 474 57 601 91 0 749 46 47 26 0 119 1744 % General Traffic 100 98.1 100 0 98.5 100 99.5 96.9 100 99.4 96.6 97.9 98.9 0 97.9 100 97.9 100 0 99.2 98.5 3+ Axle Heavy Trucks 0 6 0 0 6 0 1 2 0 3 2 13 1 0 16 0 1 0 0 1 26 % 3+ Axle Heavy Trucks 0 1.9 0 0 1.5 0 0.5 3.1 0 0.6 3.4 2.1 1.1 0 2.1 0 2.1 0 0 0.8 1.5 SH-16 Beacon Light Road Beacon Light Road SH-16 Right 27 0 27 Thru 313 6 319 Left 62 0 62 Peds 0 0 0 In Out Total [PHONE REDACTED] 13 6 19 865 1273 408 Right 225 0 225 Thru 183 1 184 Left 62 2 64 Peds 4 0 4 Out Total In 166 474 640 3 3 6 169 646 477 Left 91 1 92 Thru 601 13 614 Right 57 2 59 Peds 0 0 0 Out Total In [PHONE REDACTED] 8 16 24 429 1194 765 Left 26 0 26 Thru 47 1 48 Right 46 0 46 Peds 0 0 0 Total Out In 301 119 420 2 1 3 303 423 120 Peak Hour Begins at 04:30 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection: SH-16 / Beacon Light Rd City, State: Star, Idaho Control: Signalized SH-16 From North Beacon Light Road From East SH-16 From South Beacon Light Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 04:30 PM 04:00 PM +0 mins. 5 74 12 0 91 61 59 14 0 134 16 169 20 0 205 14 26 7 0 47 +15 mins. 12 82 16 0 110 60 52 11 2 125 12 154 20 0 186 34 10 5 0 49 +30 mins. 10 91 12 0 113 57 47 25 0 129 18 140 33 0 191 8 15 8 0 31 +45 mins. 7 88 17 0 112 55 33 22 0 110 13 151 19 0 183 8 10 6 0 24 Total Volume 34 335 57 0 426 233 191 72 2 498 59 614 92 0 765 64 61 26 0 151 % App. Total 8 78.6 13.4 0 46.8 38.4 14.5 0.4 7.7 80.3 12 0 42.4 40.4 17.2 0 PHF .708 .920 .838 .000 .942 .955 .809 .720 .250 .929 .819 .908 .697 .000 .933 .471 .587 .813 .000 .770 General Traffic 34 332 56 0 422 232 190 71 2 495 57 601 91 0 749 64 60 25 0 149 % General Traffic 100 99. 1 98. 2 0 99.1 99. 6 99. 5 98. 6 100 99.4 96. 6 97. 9 98. 9 0 97.9 100 98. 4 96. 2 0 98.7 3+ Axle Heavy Trucks 0 3 1 0 4 1 1 1 0 3 2 13 1 0 16 0 1 1 0 2 % 3+ Axle Heavy Trucks 0 0.9 1.8 0 0.9 0.4 0.5 1.4 0 0.6 3.4 2.1 1.1 0 2.1 0 1.6 3.8 0 1.3 SH-16 Beacon Light Road Beacon Light Road SH-16 Right 34 0 34 Thru 332 3 335 Left 56 1 57 Peds 0 0 0 In - Peak Hour: 05:00 PM 422 4 426 Right 232 1 233 Thru 190 1 191 Left 71 1 72 Peds 2 0 2 In - Peak Hour: 05:00 PM 495 3 498 Left 91 1 92 Thru 601 13 614 Right 57 2 59 Peds 0 0 0 In - Peak Hour: 04:30 PM 749 16 765 Left 25 1 26 Thru 60 1 61 Right 64 0 64 Peds 0 0 0 In - Peak Hour: 04:00 PM 149 2 151 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection: SH-16 / Beacon Light Rd City, State: Star, Idaho Control: Signalized Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Wing Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection: Wing Rd / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Wing Road From North Beacon Light Road From East Wing Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total 07:00 AM 1 1 1 3 1 10 0 11 24 3 0 27 41 07:15 AM 0 11 0 11 3 10 0 13 30 3 0 33 57 07:30 AM 1 11 0 12 4 8 0 12 37 2 0 39 63 07:45 AM 1 1 0 2 3 5 0 8 19 3 0 22 32 Total 3 24 1 28 11 33 0 44 110 11 0 121 193 08:00 AM 1 7 0 8 4 4 0 8 28 0 0 28 44 08:15 AM 1 4 3 8 4 18 0 22 35 2 0 37 67 08:30 AM 2 11 0 13 2 6 0 8 31 1 0 32 53 08:45 AM 1 9 2 12 5 12 0 17 31 0 0 31 60 Total 5 31 5 41 15 40 0 55 125 3 0 128 224 04:00 PM 2 3 0 5 7 35 0 42 16 4 0 20 67 04:15 PM 2 5 0 7 3 41 0 44 22 0 0 22 73 04:30 PM 3 4 0 7 11 32 0 43 7 1 0 8 58 04:45 PM 6 6 0 12 10 33 0 43 13 5 0 18 73 Total 13 18 0 31 31 141 0 172 58 10 0 68 271 05:00 PM 1 6 0 7 14 63 0 77 10 5 0 15 99 05:15 PM 2 4 0 6 11 40 0 51 14 7 0 21 78 05:30 PM 1 7 0 8 6 45 0 51 15 4 0 19 78 05:45 PM 2 5 1 8 8 27 0 35 15 4 0 19 62 Total 6 22 1 29 39 175 0 214 54 20 0 74 317 Grand Total 27 95 7 129 96 389 0 485 347 44 0 391 1005 % 20.9 73.6 5.4 19.8 80.2 0 88.7 11.3 0 Total % 2.7 9.5 0.7 12.8 9.6 38.7 0 48.3 34.5 4.4 0 38.9 General Traffic 27 94 7 128 95 383 0 478 341 44 0 385 991 % General Traffic 100 98.9 100 99.2 99 98.5 0 98.6 98.3 100 0 98.5 98.6 3+ Axle Heavy Trucks 0 1 0 1 1 6 0 7 6 0 0 6 14 % 3+ Axle Heavy Trucks 0 1.1 0 0.8 1 1.5 0 1.4 1.7 0 0 1.5 1.4 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Wing Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection: Wing Rd / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Wing Road Beacon Light Road Wing Road Thru 27 0 27 Left 94 1 95 Peds 7 0 7 In Out Total 139 128 267 1 1 2 140 269 129 Right 95 1 96 Left 383 6 389 Peds 0 0 0 Out Total In 435 478 913 7 7 14 442 927 485 Thru 44 0 44 Right 341 6 347 Peds 0 0 0 Out Total In 410 385 795 6 6 12 416 807 391 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Wing Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection: Wing Rd / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Wing Road From North Beacon Light Road From East Wing Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 1 7 0 8 4 4 0 8 28 0 0 28 44 08:15 AM 1 4 3 8 4 18 0 22 35 2 0 37 67 08:30 AM 2 11 0 13 2 6 0 8 31 1 0 32 53 08:45 AM 1 9 2 12 5 12 0 17 31 0 0 31 60 Total Volume 5 31 5 41 15 40 0 55 125 3 0 128 224 % App. Total 12.2 75.6 12.2 27.3 72.7 0 97.7 2.3 0 PHF .625 .705 .417 .788 .750 .556 .000 .625 .893 .375 .000 .865 .836 General Traffic 5 30 5 40 15 37 0 52 121 3 0 124 216 % General Traffic 100 96.8 100 97.6 100 92.5 0 94.5 96.8 100 0 96.9 96.4 3+ Axle Heavy Trucks 0 1 0 1 0 3 0 3 4 0 0 4 8 % 3+ Axle Heavy Trucks 0 3.2 0 2.4 0 7.5 0 5.5 3.2 0 0 3.1 3.6 Wing Road Beacon Light Road Wing Road Thru 5 0 5 Left 30 1 31 Peds 5 0 5 In Out Total 18 40 58 0 1 1 18 59 41 Right 15 0 15 Left 37 3 40 Peds 0 0 0 Out Total In 151 52 203 5 3 8 156 211 55 Thru 3 0 3 Right 121 4 125 Peds 0 0 0 Out Total In 42 124 166 3 4 7 45 173 128 Peak Hour Begins at 08:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Wing Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection: Wing Rd / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Wing Road From North Beacon Light Road From East Wing Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 08:00 AM 08:00 AM +0 mins. 1 7 0 8 4 4 0 8 28 0 0 28 +15 mins. 1 4 3 8 4 18 0 22 35 2 0 37 +30 mins. 2 11 0 13 2 6 0 8 31 1 0 32 +45 mins. 1 9 2 12 5 12 0 17 31 0 0 31 Total Volume 5 31 5 41 15 40 0 55 125 3 0 128 % App. Total 12.2 75.6 12.2 27.3 72.7 0 97.7 2.3 0 PHF .625 .705 .417 .788 .750 .556 .000 .625 .893 .375 .000 .865 General Traffic 5 30 5 40 15 37 0 52 121 3 0 124 % General Traffic 100 96.8 100 97.6 100 92.5 0 94.5 96.8 100 0 96.9 3+ Axle Heavy Trucks 0 1 0 1 0 3 0 3 4 0 0 4 % 3+ Axle Heavy Trucks 0 3.2 0 2.4 0 7.5 0 5.5 3.2 0 0 3.1 Wing Road Beacon Light Road Wing Road Thru 5 0 5 Left 30 1 31 Peds 5 0 5 In - Peak Hour: 08:00 AM 40 1 41 Right 15 0 15 Left 37 3 40 Peds 0 0 0 In - Peak Hour: 08:00 AM 52 3 55 Thru 3 0 3 Right 121 4 125 Peds 0 0 0 In - Peak Hour: 08:00 AM 124 4 128 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Wing Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection: Wing Rd / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Wing Road From North Beacon Light Road From East Wing Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 6 6 0 12 10 33 0 43 13 5 0 18 73 05:00 PM 1 6 0 7 14 63 0 77 10 5 0 15 99 05:15 PM 2 4 0 6 11 40 0 51 14 7 0 21 78 05:30 PM 1 7 0 8 6 45 0 51 15 4 0 19 78 Total Volume 10 23 0 33 41 181 0 222 52 21 0 73 328 % App. Total 30.3 69.7 0 18.5 81.5 0 71.2 28.8 0 PHF .417 .821 .000 .688 .732 .718 .000 .721 .867 .750 .000 .869 .828 General Traffic 10 23 0 33 41 180 0 221 51 21 0 72 326 % General Traffic 100 100 0 100 100 99.4 0 99.5 98.1 100 0 98.6 99.4 3+ Axle Heavy Trucks 0 0 0 0 0 1 0 1 1 0 0 1 2 % 3+ Axle Heavy Trucks 0 0 0 0 0 0.6 0 0.5 1.9 0 0 1.4 0.6 Wing Road Beacon Light Road Wing Road Thru 10 0 10 Left 23 0 23 Peds 0 0 0 In Out Total 62 33 95 0 0 0 62 95 33 Right 41 0 41 Left 180 1 181 Peds 0 0 0 Out Total In 74 221 295 1 1 2 75 297 222 Thru 21 0 21 Right 51 1 52 Peds 0 0 0 Out Total In 190 72 262 1 1 2 191 264 73 Peak Hour Begins at 04:45 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Wing Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection: Wing Rd / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Wing Road From North Beacon Light Road From East Wing Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:45 PM 05:00 PM +0 mins. 2 5 0 7 10 33 0 43 10 5 0 15 +15 mins. 3 4 0 7 14 63 0 77 14 7 0 21 +30 mins. 6 6 0 12 11 40 0 51 15 4 0 19 +45 mins. 1 6 0 7 6 45 0 51 15 4 0 19 Total Volume 12 21 0 33 41 181 0 222 54 20 0 74 % App. Total 36.4 63.6 0 18.5 81.5 0 73 27 0 PHF .500 .875 .000 .688 .732 .718 .000 .721 .900 .714 .000 .881 General Traffic 12 21 0 33 41 180 0 221 54 20 0 74 % General Traffic 100 100 0 100 100 99.4 0 99.5 100 100 0 100 3+ Axle Heavy Trucks 0 0 0 0 0 1 0 1 0 0 0 0 % 3+ Axle Heavy Trucks 0 0 0 0 0 0.6 0 0.5 0 0 0 0 Wing Road Beacon Light Road Wing Road Thru 12 0 12 Left 21 0 21 Peds 0 0 0 In - Peak Hour: 04:15 PM 33 0 33 Right 41 0 41 Left 180 1 181 Peds 0 0 0 In - Peak Hour: 04:45 PM 221 1 222 Thru 20 0 20 Right 54 0 54 Peds 0 0 0 In - Peak Hour: 05:00 PM 74 0 74 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Beacon Light Rd & Wing Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection: Wing Rd / Beacon Light Rd City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Deep Canyon Dr & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection: SH-16 / Deep Canyon Dr City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks SH-16 From North SH-16 From South Deep Canyon Drive From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total 07:00 AM 0 178 0 178 42 1 0 43 12 1 0 13 234 07:15 AM 1 217 0 218 47 2 0 49 11 1 0 12 279 07:30 AM 0 148 0 148 80 6 0 86 12 0 0 12 246 07:45 AM 0 121 0 121 78 8 0 86 11 0 0 11 218 Total 1 664 0 665 247 17 0 264 46 2 0 48 977 08:00 AM 0 119 0 119 59 4 0 63 19 0 0 19 201 08:15 AM 0 140 0 140 62 8 0 70 13 0 0 13 223 08:30 AM 0 139 0 139 103 8 0 111 12 1 0 13 263 08:45 AM 1 120 0 121 67 3 0 70 22 2 0 24 215 Total 1 518 0 519 291 23 0 314 66 3 0 69 902 04:00 PM 3 91 0 94 145 16 0 161 11 0 0 11 266 04:15 PM 0 106 0 106 150 18 0 168 2 0 0 2 276 04:30 PM 0 89 0 89 214 20 0 234 10 0 0 10 333 04:45 PM 0 100 0 100 189 8 0 197 6 0 0 6 303 Total 3 386 0 389 698 62 0 760 29 0 0 29 1178 05:00 PM 0 75 0 75 202 14 0 216 9 0 0 9 300 05:15 PM 0 114 0 114 221 9 0 230 9 1 0 10 354 05:30 PM 0 87 0 87 178 12 0 190 9 0 0 9 286 05:45 PM 0 91 0 91 183 16 0 199 13 0 0 13 303 Total 0 367 0 367 784 51 0 835 40 1 0 41 1243 Grand Total 5 1935 0 1940 2020 153 0 2173 181 6 0 187 4300 % 0.3 99.7 0 93 7 0 96.8 3.2 0 Total % 0.1 45 0 45.1 47 3.6 0 50.5 4.2 0.1 0 4.3 General Traffic 4 1887 0 1891 1970 152 0 2122 180 6 0 186 4199 % General Traffic 80 97.5 0 97.5 97.5 99.3 0 97.7 99.4 100 0 99.5 97.7 3+ Axle Heavy Trucks 1 48 0 49 50 1 0 51 1 0 0 1 101 % 3+ Axle Heavy Trucks 20 2.5 0 2.5 2.5 0.7 0 2.3 0.6 0 0 0.5 2.3 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Deep Canyon Dr & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection: SH-16 / Deep Canyon Dr City, State: Star, Idaho Control: Stop Sign SH-16 Deep Canyon Drive SH-16 Right 4 1 5 Thru 1887 48 1935 Peds 0 0 0 In Out Total 1976 1891 3867 50 49 99 2026 3966 1940 Left 152 1 153 Thru 1970 50 2020 Peds 0 0 0 Out Total In 2067 2122 4189 49 51 100 2116 4289 2173 Left 6 0 6 Right 180 1 181 Peds 0 0 0 Total Out In 156 186 342 2 1 3 158 345 187 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Deep Canyon Dr & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection: SH-16 / Deep Canyon Dr City, State: Star, Idaho Control: Stop Sign SH-16 From North SH-16 From South Deep Canyon Drive From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 178 0 178 42 1 0 43 12 1 0 13 234 07:15 AM 1 217 0 218 47 2 0 49 11 1 0 12 279 07:30 AM 0 148 0 148 80 6 0 86 12 0 0 12 246 07:45 AM 0 121 0 121 78 8 0 86 11 0 0 11 218 Total Volume 1 664 0 665 247 17 0 264 46 2 0 48 977 % App. Total 0.2 99.8 0 93.6 6.4 0 95.8 4.2 0 PHF .250 .765 .000 .763 .772 .531 .000 .767 .958 .500 .000 .923 .875 General Traffic 0 644 0 644 240 17 0 257 46 2 0 48 949 % General Traffic 0 97.0 0 96.8 97.2 100 0 97.3 100 100 0 100 97.1 3+ Axle Heavy Trucks 1 20 0 21 7 0 0 7 0 0 0 0 28 % 3+ Axle Heavy Trucks 100 3.0 0 3.2 2.8 0 0 2.7 0 0 0 0 2.9 SH-16 Deep Canyon Drive SH-16 Right 0 1 1 Thru 644 20 664 Peds 0 0 0 In Out Total 242 644 886 7 21 28 249 914 665 Left 17 0 17 Thru 240 7 247 Peds 0 0 0 Out Total In 690 257 947 20 7 27 710 974 264 Left 2 0 2 Right 46 0 46 Peds 0 0 0 Total Out In 17 48 65 1 0 1 18 66 48 Peak Hour Begins at 07:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Deep Canyon Dr & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection: SH-16 / Deep Canyon Dr City, State: Star, Idaho Control: Stop Sign SH-16 From North SH-16 From South Deep Canyon Drive From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:45 AM 08:00 AM +0 mins. 0 178 0 178 78 8 0 86 19 0 0 19 +15 mins. 1 217 0 218 59 4 0 63 13 0 0 13 +30 mins. 0 148 0 148 62 8 0 70 12 1 0 13 +45 mins. 0 121 0 121 103 8 0 111 22 2 0 24 Total Volume 1 664 0 665 302 28 0 330 66 3 0 69 % App. Total 0.2 99.8 0 91.5 8.5 0 95.7 4.3 0 PHF .250 .765 .000 .763 .733 .875 .000 .743 .750 .375 .000 .719 General Traffic 0 644 0 644 288 28 0 316 66 3 0 69 % General Traffic 0 97 0 96.8 95.4 100 0 95.8 100 100 0 100 3+ Axle Heavy Trucks 1 20 0 21 14 0 0 14 0 0 0 0 % 3+ Axle Heavy Trucks 100 3 0 3.2 4.6 0 0 4.2 0 0 0 0 SH-16 Deep Canyon Drive SH-16 Right 0 1 1 Thru 644 20 664 Peds 0 0 0 In - Peak Hour: 07:00 AM 644 21 665 Left 28 0 28 Thru 288 14 302 Peds 0 0 0 In - Peak Hour: 07:45 AM 316 14 330 Left 3 0 3 Right 66 0 66 Peds 0 0 0 In - Peak Hour: 08:00 AM 69 0 69 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Deep Canyon Dr & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection: SH-16 / Deep Canyon Dr City, State: Star, Idaho Control: Stop Sign SH-16 From North SH-16 From South Deep Canyon Drive From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 89 0 89 214 20 0 234 10 0 0 10 333 04:45 PM 0 100 0 100 189 8 0 197 6 0 0 6 303 05:00 PM 0 75 0 75 202 14 0 216 9 0 0 9 300 05:15 PM 0 114 0 114 221 9 0 230 9 1 0 10 354 Total Volume 0 378 0 378 826 51 0 877 34 1 0 35 1290 % App. Total 0 100 0 94.2 5.8 0 97.1 2.9 0 PHF .000 .829 .000 .829 .934 .638 .000 .937 .850 .250 .000 .875 .911 General Traffic 0 371 0 371 813 50 0 863 34 1 0 35 1269 % General Traffic 0 98.1 0 98.1 98.4 98.0 0 98.4 100 100 0 100 98.4 3+ Axle Heavy Trucks 0 7 0 7 13 1 0 14 0 0 0 0 21 % 3+ Axle Heavy Trucks 0 1.9 0 1.9 1.6 2.0 0 1.6 0 0 0 0 1.6 SH-16 Deep Canyon Drive SH-16 Right 0 0 0 Thru 371 7 378 Peds 0 0 0 In Out Total [PHONE REDACTED] 13 7 20 827 1205 378 Left 50 1 51 Thru 813 13 826 Peds 0 0 0 Out Total In [PHONE REDACTED] 7 14 21 412 1289 877 Left 1 0 1 Right 34 0 34 Peds 0 0 0 Total Out In 50 35 85 1 0 1 51 86 35 Peak Hour Begins at 04:30 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Deep Canyon Dr & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection: SH-16 / Deep Canyon Dr City, State: Star, Idaho Control: Stop Sign SH-16 From North SH-16 From South Deep Canyon Drive From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:30 PM 05:00 PM +0 mins. 3 91 0 94 214 20 0 234 9 0 0 9 +15 mins. 0 106 0 106 189 8 0 197 9 1 0 10 +30 mins. 0 89 0 89 202 14 0 216 9 0 0 9 +45 mins. 0 100 0 100 221 9 0 230 13 0 0 13 Total Volume 3 386 0 389 826 51 0 877 40 1 0 41 % App. Total 0.8 99.2 0 94.2 5.8 0 97.6 2.4 0 PHF .250 .910 .000 .917 .934 .638 .000 .937 .769 .250 .000 .788 General Traffic 3 379 0 382 813 50 0 863 39 1 0 40 % General Traffic 100 98.2 0 98.2 98.4 98 0 98.4 97.5 100 0 97.6 3+ Axle Heavy Trucks 0 7 0 7 13 1 0 14 1 0 0 1 % 3+ Axle Heavy Trucks 0 1.8 0 1.8 1.6 2 0 1.6 2.5 0 0 2.4 SH-16 Deep Canyon Drive SH-16 Right 3 0 3 Thru 379 7 386 Peds 0 0 0 In - Peak Hour: 04:00 PM 382 7 389 Left 50 1 51 Thru 813 13 826 Peds 0 0 0 In - Peak Hour: 04:30 PM 863 14 877 Left 1 0 1 Right 39 1 40 Peds 0 0 0 In - Peak Hour: 05:00 PM 40 1 41 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Deep Canyon Dr & SH-16 Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection: SH-16 / Deep Canyon Dr City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection: Palmer / Floating Feather City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Palmer Lane From North Palmer Lane From South Floating Feather Road - West Leg From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total 07:00 AM 0 2 0 2 2 1 0 3 4 1 0 5 10 07:15 AM 1 5 0 6 2 4 0 6 12 0 0 12 24 07:30 AM 0 3 0 3 1 3 0 4 7 0 0 7 14 07:45 AM 0 3 0 3 2 10 0 12 15 1 0 16 31 Total 1 13 0 14 7 18 0 25 38 2 0 40 79 08:00 AM 0 6 0 6 6 14 0 20 18 1 0 19 45 08:15 AM 0 4 0 4 2 13 0 15 26 0 0 26 45 08:30 AM 0 5 0 5 4 24 0 28 27 1 0 28 61 08:45 AM 0 3 0 3 5 22 0 27 21 1 0 22 52 Total 0 18 0 18 17 73 0 90 92 3 0 95 203 04:00 PM 1 4 0 5 3 6 0 9 15 0 0 15 29 04:15 PM 0 1 0 1 6 18 0 24 17 0 0 17 42 04:30 PM 0 3 0 3 8 8 0 16 6 1 0 7 26 04:45 PM 0 1 2 3 5 24 0 29 4 0 0 4 36 Total 1 9 2 12 22 56 0 78 42 1 0 43 133 05:00 PM 0 2 0 2 6 21 0 27 10 1 0 11 40 05:15 PM 1 2 0 3 5 22 0 27 9 0 0 9 39 05:30 PM 0 1 0 1 8 19 0 27 4 0 0 4 32 05:45 PM 1 0 0 1 3 11 0 14 13 1 0 14 29 Total 2 5 0 7 22 73 0 95 36 2 0 38 140 Grand Total 4 45 2 51 68 220 0 288 208 8 0 216 555 % 7.8 88.2 3.9 23.6 76.4 0 96.3 3.7 0 Total % 0.7 8.1 0.4 9.2 12.3 39.6 0 51.9 37.5 1.4 0 38.9 General Traffic 4 41 2 47 67 217 0 284 199 7 0 206 537 % General Traffic 100 91.1 100 92.2 98.5 98.6 0 98.6 95.7 87.5 0 95.4 96.8 3+ Axle Heavy Trucks 0 4 0 4 1 3 0 4 9 1 0 10 18 % 3+ Axle Heavy Trucks 0 8.9 0 7.8 1.5 1.4 0 1.4 4.3 12.5 0 4.6 3.2 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection: Palmer / Floating Feather City, State: Star, Idaho Control: Stop Sign Palmer Lane Floating Feather Road - West Leg Palmer Lane Right 4 0 4 Thru 41 4 45 Peds 2 0 2 In Out Total 74 47 121 2 4 6 76 127 51 Left 217 3 220 Thru 67 1 68 Peds 0 0 0 Out Total In 240 284 524 13 4 17 253 541 288 Left 7 1 8 Right 199 9 208 Peds 0 0 0 Total Out In 221 206 427 3 10 13 224 440 216 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection: Palmer / Floating Feather City, State: Star, Idaho Control: Stop Sign Palmer Lane From North Palmer Lane From South Floating Feather Road - West Leg From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 6 0 6 6 14 0 20 18 1 0 19 45 08:15 AM 0 4 0 4 2 13 0 15 26 0 0 26 45 08:30 AM 0 5 0 5 4 24 0 28 27 1 0 28 61 08:45 AM 0 3 0 3 5 22 0 27 21 1 0 22 52 Total Volume 0 18 0 18 17 73 0 90 92 3 0 95 203 % App. Total 0 100 0 18.9 81.1 0 96.8 3.2 0 PHF .000 .750 .000 .750 .708 .760 .000 .804 .852 .750 .000 .848 .832 General Traffic 0 17 0 17 17 71 0 88 85 2 0 87 192 % General Traffic 0 94.4 0 94.4 100 97.3 0 97.8 92.4 66.7 0 91.6 94.6 3+ Axle Heavy Trucks 0 1 0 1 0 2 0 2 7 1 0 8 11 % 3+ Axle Heavy Trucks 0 5.6 0 5.6 0 2.7 0 2.2 7.6 33.3 0 8.4 5.4 Palmer Lane Floating Feather Road - West Leg Palmer Lane Right 0 0 0 Thru 17 1 18 Peds 0 0 0 In Out Total 19 17 36 1 1 2 20 38 18 Left 71 2 73 Thru 17 0 17 Peds 0 0 0 Out Total In 102 88 190 8 2 10 110 200 90 Left 2 1 3 Right 85 7 92 Peds 0 0 0 Total Out In 71 87 158 2 8 10 73 168 95 Peak Hour Begins at 08:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection: Palmer / Floating Feather City, State: Star, Idaho Control: Stop Sign Palmer Lane From North Palmer Lane From South Floating Feather Road - West Leg From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 08:00 AM 08:00 AM +0 mins. 1 5 0 6 6 14 0 20 18 1 0 19 +15 mins. 0 3 0 3 2 13 0 15 26 0 0 26 +30 mins. 0 3 0 3 4 24 0 28 27 1 0 28 +45 mins. 0 6 0 6 5 22 0 27 21 1 0 22 Total Volume 1 17 0 18 17 73 0 90 92 3 0 95 % App. Total 5.6 94.4 0 18.9 81.1 0 96.8 3.2 0 PHF .250 .708 .000 .750 .708 .760 .000 .804 .852 .750 .000 .848 General Traffic 1 15 0 16 17 71 0 88 85 2 0 87 % General Traffic 100 88.2 0 88.9 100 97.3 0 97.8 92.4 66.7 0 91.6 3+ Axle Heavy Trucks 0 2 0 2 0 2 0 2 7 1 0 8 % 3+ Axle Heavy Trucks 0 11.8 0 11.1 0 2.7 0 2.2 7.6 33.3 0 8.4 Palmer Lane Floating Feather Road - West Leg Palmer Lane Right 1 0 1 Thru 15 2 17 Peds 0 0 0 In - Peak Hour: 07:15 AM 16 2 18 Left 71 2 73 Thru 17 0 17 Peds 0 0 0 In - Peak Hour: 08:00 AM 88 2 90 Left 2 1 3 Right 85 7 92 Peds 0 0 0 In - Peak Hour: 08:00 AM 87 8 95 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection: Palmer / Floating Feather City, State: Star, Idaho Control: Stop Sign Palmer Lane From North Palmer Lane From South Floating Feather Road - West Leg From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 1 2 3 5 24 0 29 4 0 0 4 36 05:00 PM 0 2 0 2 6 21 0 27 10 1 0 11 40 05:15 PM 1 2 0 3 5 22 0 27 9 0 0 9 39 05:30 PM 0 1 0 1 8 19 0 27 4 0 0 4 32 Total Volume 1 6 2 9 24 86 0 110 27 1 0 28 147 % App. Total 11.1 66.7 22.2 21.8 78.2 0 96.4 3.6 0 PHF .250 .750 .250 .750 .750 .896 .000 .948 .675 .250 .000 .636 .919 General Traffic 1 6 2 9 23 86 0 109 27 1 0 28 146 % General Traffic 100 100 100 100 95.8 100 0 99.1 100 100 0 100 99.3 3+ Axle Heavy Trucks 0 0 0 0 1 0 0 1 0 0 0 0 1 % 3+ Axle Heavy Trucks 0 0 0 0 4.2 0 0 0.9 0 0 0 0 0.7 Palmer Lane Floating Feather Road - West Leg Palmer Lane Right 1 0 1 Thru 6 0 6 Peds 2 0 2 In Out Total 24 9 33 1 0 1 25 34 9 Left 86 0 86 Thru 23 1 24 Peds 0 0 0 Out Total In 33 109 142 0 1 1 33 143 110 Left 1 0 1 Right 27 0 27 Peds 0 0 0 Total Out In 87 28 115 0 0 0 87 115 28 Peak Hour Begins at 04:45 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection: Palmer / Floating Feather City, State: Star, Idaho Control: Stop Sign Palmer Lane From North Palmer Lane From South Floating Feather Road - West Leg From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:45 PM 04:00 PM +0 mins. 1 4 0 5 5 24 0 29 15 0 0 15 +15 mins. 0 1 0 1 6 21 0 27 17 0 0 17 +30 mins. 0 3 0 3 5 22 0 27 6 1 0 7 +45 mins. 0 1 2 3 8 19 0 27 4 0 0 4 Total Volume 1 9 2 12 24 86 0 110 42 1 0 43 % App. Total 8.3 75 16.7 21.8 78.2 0 97.7 2.3 0 PHF .250 .563 .250 .600 .750 .896 .000 .948 .618 .250 .000 .632 General Traffic 1 9 2 12 23 86 0 109 42 1 0 43 % General Traffic 100 100 100 100 95.8 100 0 99.1 100 100 0 100 3+ Axle Heavy Trucks 0 0 0 0 1 0 0 1 0 0 0 0 % 3+ Axle Heavy Trucks 0 0 0 0 4.2 0 0 0.9 0 0 0 0 Palmer Lane Floating Feather Road - West Leg Palmer Lane Right 1 0 1 Thru 9 0 9 Peds 2 0 2 In - Peak Hour: 04:00 PM 12 0 12 Left 86 0 86 Thru 23 1 24 Peds 0 0 0 In - Peak Hour: 04:45 PM 109 1 110 Left 1 0 1 Right 42 0 42 Peds 0 0 0 In - Peak Hour: 04:00 PM 43 0 43 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Palmer Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection: Palmer / Floating Feather City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection: Plummer / Floating Feather City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Floating Feather Road From East Plummer Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total 07:00 AM 1 0 0 1 2 6 0 8 24 21 0 45 54 07:15 AM 7 2 0 9 2 7 0 9 17 23 0 40 58 07:30 AM 9 1 0 10 10 8 0 18 15 14 0 29 57 07:45 AM 6 5 0 11 9 2 0 11 26 22 0 48 70 Total 23 8 0 31 23 23 0 46 82 80 0 162 239 08:00 AM 8 5 0 13 8 5 0 13 34 15 0 49 75 08:15 AM 8 3 0 11 5 8 0 13 26 26 0 52 76 08:30 AM 7 3 0 10 2 7 1 10 29 21 0 50 70 08:45 AM 11 4 0 15 8 14 0 22 32 12 0 44 81 Total 34 15 0 49 23 34 1 58 121 74 0 195 302 04:00 PM 22 9 0 31 9 24 0 33 25 20 0 45 109 04:15 PM 25 7 0 32 9 28 0 37 26 14 0 40 109 04:30 PM 26 6 0 32 1 40 0 41 23 13 0 36 109 04:45 PM 31 6 0 37 6 30 0 36 17 7 0 24 97 Total 104 28 0 132 25 122 0 147 91 54 0 145 424 05:00 PM 28 7 0 35 7 35 0 42 19 14 0 33 110 05:15 PM 43 8 0 51 10 31 0 41 28 21 0 49 141 05:30 PM 41 6 0 47 4 22 0 26 22 10 0 32 105 05:45 PM 33 13 0 46 4 47 0 51 23 17 0 40 137 Total 145 34 0 179 25 135 0 160 92 62 0 154 493 Grand Total 306 85 0 391 96 314 1 411 386 270 0 656 1458 % 78.3 21.7 0 23.4 76.4 0.2 58.8 41.2 0 Total % 21 5.8 0 26.8 6.6 21.5 0.1 28.2 26.5 18.5 0 45 General Traffic 303 83 0 386 94 313 1 408 385 265 0 650 1444 % General Traffic 99 97.6 0 98.7 97.9 99.7 100 99.3 99.7 98.1 0 99.1 99 3+ Axle Heavy Trucks 3 2 0 5 2 1 0 3 1 5 0 6 14 % 3+ Axle Heavy Trucks 1 2.4 0 1.3 2.1 0.3 0 0.7 0.3 1.9 0 0.9 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection: Plummer / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road Floating Feather Road Plummer Road Thru 303 3 306 Left 83 2 85 Peds 0 0 0 Out Total In 359 386 745 7 5 12 366 757 391 Left 313 1 314 Right 94 2 96 Peds 1 0 1 Out Total In 468 408 876 3 3 6 471 882 411 Thru 265 5 270 Right 385 1 386 Peds 0 0 0 Total Out In [PHONE REDACTED] 4 6 10 620 1276 656 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection: Plummer / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road From East Plummer Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 8 5 0 13 8 5 0 13 34 15 0 49 75 08:15 AM 8 3 0 11 5 8 0 13 26 26 0 52 76 08:30 AM 7 3 0 10 2 7 1 10 29 21 0 50 70 08:45 AM 11 4 0 15 8 14 0 22 32 12 0 44 81 Total Volume 34 15 0 49 23 34 1 58 121 74 0 195 302 % App. Total 69.4 30.6 0 39.7 58.6 1.7 62.1 37.9 0 PHF .773 .750 .000 .817 .719 .607 .250 .659 .890 .712 .000 .938 .932 General Traffic 32 14 0 46 23 33 1 57 121 72 0 193 296 % General Traffic 94.1 93.3 0 93.9 100 97.1 100 98.3 100 97.3 0 99.0 98.0 3+ Axle Heavy Trucks 2 1 0 3 0 1 0 1 0 2 0 2 6 % 3+ Axle Heavy Trucks 5.9 6.7 0 6.1 0 2.9 0 1.7 0 2.7 0 1.0 2.0 Floating Feather Road Floating Feather Road Plummer Road Thru 32 2 34 Left 14 1 15 Peds 0 0 0 Out Total In 95 46 141 2 3 5 97 146 49 Left 33 1 34 Right 23 0 23 Peds 1 0 1 Out Total In 135 57 192 1 1 2 136 194 58 Thru 72 2 74 Right 121 0 121 Peds 0 0 0 Total Out In 65 193 258 3 2 5 68 263 195 Peak Hour Begins at 08:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection: Plummer / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road From East Plummer Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 08:00 AM 07:45 AM +0 mins. 8 5 0 13 8 5 0 13 26 22 0 48 +15 mins. 8 3 0 11 5 8 0 13 34 15 0 49 +30 mins. 7 3 0 10 2 7 1 10 26 26 0 52 +45 mins. 11 4 0 15 8 14 0 22 29 21 0 50 Total Volume 34 15 0 49 23 34 1 58 115 84 0 199 % App. Total 69.4 30.6 0 39.7 58.6 1.7 57.8 42.2 0 PHF .773 .750 .000 .817 .719 .607 .250 .659 .846 .808 .000 .957 General Traffic 32 14 0 46 23 33 1 57 115 82 0 197 % General Traffic 94.1 93.3 0 93.9 100 97.1 100 98.3 100 97.6 0 99 3+ Axle Heavy Trucks 2 1 0 3 0 1 0 1 0 2 0 2 % 3+ Axle Heavy Trucks 5.9 6.7 0 6.1 0 2.9 0 1.7 0 2.4 0 1 Floating Feather Road Floating Feather Road Plummer Road Thru 32 2 34 Left 14 1 15 Peds 0 0 0 In - Peak Hour: 08:00 AM 46 3 49 Left 33 1 34 Right 23 0 23 Peds 1 0 1 In - Peak Hour: 08:00 AM 57 1 58 Thru 82 2 84 Right 115 0 115 Peds 0 0 0 In - Peak Hour: 07:45 AM 197 2 199 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection: Plummer / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road From East Plummer Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 28 7 0 35 7 35 0 42 19 14 0 33 110 05:15 PM 43 8 0 51 10 31 0 41 28 21 0 49 141 05:30 PM 41 6 0 47 4 22 0 26 22 10 0 32 105 05:45 PM 33 13 0 46 4 47 0 51 23 17 0 40 137 Total Volume 145 34 0 179 25 135 0 160 92 62 0 154 493 % App. Total 81 19 0 15.6 84.4 0 59.7 40.3 0 PHF .843 .654 .000 .877 .625 .718 .000 .784 .821 .738 .000 .786 .874 General Traffic 145 34 0 179 25 135 0 160 92 62 0 154 493 % General Traffic 100 100 0 100 100 100 0 100 100 100 0 100 100 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Floating Feather Road Floating Feather Road Plummer Road Thru 145 0 145 Left 34 0 34 Peds 0 0 0 Out Total In 87 179 266 0 0 0 87 266 179 Left 135 0 135 Right 25 0 25 Peds 0 0 0 Out Total In 126 160 286 0 0 0 126 286 160 Thru 62 0 62 Right 92 0 92 Peds 0 0 0 Total Out In 280 154 434 0 0 0 280 434 154 Peak Hour Begins at 05:00 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection: Plummer / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road From East Plummer Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 04:30 PM 05:00 PM +0 mins. 28 7 0 35 1 40 0 41 19 14 0 33 +15 mins. 43 8 0 51 6 30 0 36 28 21 0 49 +30 mins. 41 6 0 47 7 35 0 42 22 10 0 32 +45 mins. 33 13 0 46 10 31 0 41 23 17 0 40 Total Volume 145 34 0 179 24 136 0 160 92 62 0 154 % App. Total 81 19 0 15 85 0 59.7 40.3 0 PHF .843 .654 .000 .877 .600 .850 .000 .952 .821 .738 .000 .786 General Traffic 145 34 0 179 24 136 0 160 92 62 0 154 % General Traffic 100 100 0 100 100 100 0 100 100 100 0 100 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 Floating Feather Road Floating Feather Road Plummer Road Thru 145 0 145 Left 34 0 34 Peds 0 0 0 In - Peak Hour: 05:00 PM 179 0 179 Left 136 0 136 Right 24 0 24 Peds 0 0 0 In - Peak Hour: 04:30 PM 160 0 160 Thru 62 0 62 Right 92 0 92 Peds 0 0 0 In - Peak Hour: 05:00 PM 154 0 154 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection: Plummer / Floating Feather City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Pollard Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KKITT0277 Intersection: Pollard / Floating Feather City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Pollard Lane From North Floating Feather Road From East Pollard Lane From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total 07:00 AM 1 1 0 2 1 3 0 4 9 11 0 20 26 07:15 AM 6 4 0 10 4 5 0 9 9 13 0 22 41 07:30 AM 8 6 0 14 8 5 0 13 11 11 0 22 49 07:45 AM 7 2 0 9 9 12 0 21 9 17 0 26 56 Total 22 13 0 35 22 25 0 47 38 52 0 90 172 08:00 AM 7 10 0 17 8 6 0 14 9 12 0 21 52 08:15 AM 7 7 0 14 3 11 0 14 14 12 0 26 54 08:30 AM 4 3 0 7 2 8 2 12 15 10 0 25 44 08:45 AM 8 3 0 11 1 7 0 8 10 9 0 19 38 Total 26 23 0 49 14 32 2 48 48 43 0 91 188 04:00 PM 21 9 0 30 1 10 0 11 4 17 0 21 62 04:15 PM 17 7 0 24 3 12 0 15 15 13 0 28 67 04:30 PM 16 3 0 19 1 11 0 12 10 10 0 20 51 04:45 PM 16 4 0 20 2 25 0 27 3 8 0 11 58 Total 70 23 0 93 7 58 0 65 32 48 0 80 238 05:00 PM 9 0 0 9 4 25 0 29 8 13 0 21 59 05:15 PM 24 3 0 27 2 23 0 25 8 19 0 27 79 05:30 PM 24 1 0 25 1 26 0 27 6 10 0 16 68 05:45 PM 15 2 0 17 3 13 0 16 9 12 0 21 54 Total 72 6 0 78 10 87 0 97 31 54 0 85 260 Grand Total 190 65 0 255 53 202 2 257 149 197 0 346 858 % 74.5 25.5 0 20.6 78.6 0.8 43.1 56.9 0 Total % 22.1 7.6 0 29.7 6.2 23.5 0.2 30 17.4 23 0 40.3 General Traffic 189 64 0 253 52 197 2 251 146 194 0 340 844 % General Traffic 99.5 98.5 0 99.2 98.1 97.5 100 97.7 98 98.5 0 98.3 98.4 3+ Axle Heavy Trucks 1 1 0 2 1 5 0 6 3 3 0 6 14 % 3+ Axle Heavy Trucks 0.5 1.5 0 0.8 1.9 2.5 0 2.3 2 1.5 0 1.7 1.6 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Pollard Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KKITT0277 Intersection: Pollard / Floating Feather City, State: Star, Idaho Control: Stop Sign Pollard Lane Floating Feather Road Pollard Lane Thru 189 1 190 Left 64 1 65 Peds 0 0 0 In Out Total 246 253 499 4 2 6 250 505 255 Right 52 1 53 Left 197 5 202 Peds 2 0 2 Out Total In 210 251 461 4 6 10 214 471 257 Thru 194 3 197 Right 146 3 149 Peds 0 0 0 Out Total In 386 340 726 6 6 12 392 738 346 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Pollard Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KKITT0277 Intersection: Pollard / Floating Feather City, State: Star, Idaho Control: Stop Sign Pollard Lane From North Floating Feather Road From East Pollard Lane From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 8 6 0 14 8 5 0 13 11 11 0 22 49 07:45 AM 7 2 0 9 9 12 0 21 9 17 0 26 56 08:00 AM 7 10 0 17 8 6 0 14 9 12 0 21 52 08:15 AM 7 7 0 14 3 11 0 14 14 12 0 26 54 Total Volume 29 25 0 54 28 34 0 62 43 52 0 95 211 % App. Total 53.7 46.3 0 45.2 54.8 0 45.3 54.7 0 PHF .906 .625 .000 .794 .778 .708 .000 .738 .768 .765 .000 .913 .942 General Traffic 29 24 0 53 27 30 0 57 42 52 0 94 204 % General Traffic 100 96.0 0 98.1 96.4 88.2 0 91.9 97.7 100 0 98.9 96.7 3+ Axle Heavy Trucks 0 1 0 1 1 4 0 5 1 0 0 1 7 % 3+ Axle Heavy Trucks 0 4.0 0 1.9 3.6 11.8 0 8.1 2.3 0 0 1.1 3.3 Pollard Lane Floating Feather Road Pollard Lane Thru 29 0 29 Left 24 1 25 Peds 0 0 0 In Out Total 79 53 132 1 1 2 80 134 54 Right 27 1 28 Left 30 4 34 Peds 0 0 0 Out Total In 66 57 123 2 5 7 68 130 62 Thru 52 0 52 Right 42 1 43 Peds 0 0 0 Out Total In 59 94 153 4 1 5 63 158 95 Peak Hour Begins at 07:30 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Pollard Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KKITT0277 Intersection: Pollard / Floating Feather City, State: Star, Idaho Control: Stop Sign Pollard Lane From North Floating Feather Road From East Pollard Lane From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:45 AM +0 mins. 8 6 0 14 8 5 0 13 9 17 0 26 +15 mins. 7 2 0 9 9 12 0 21 9 12 0 21 +30 mins. 7 10 0 17 8 6 0 14 14 12 0 26 +45 mins. 7 7 0 14 3 11 0 14 15 10 0 25 Total Volume 29 25 0 54 28 34 0 62 47 51 0 98 % App. Total 53.7 46.3 0 45.2 54.8 0 48 52 0 PHF .906 .625 .000 .794 .778 .708 .000 .738 .783 .750 .000 .942 General Traffic 29 24 0 53 27 30 0 57 46 50 0 96 % General Traffic 100 96 0 98.1 96.4 88.2 0 91.9 97.9 98 0 98 3+ Axle Heavy Trucks 0 1 0 1 1 4 0 5 1 1 0 2 % 3+ Axle Heavy Trucks 0 4 0 1.9 3.6 11.8 0 8.1 2.1 2 0 2 Pollard Lane Floating Feather Road Pollard Lane Thru 29 0 29 Left 24 1 25 Peds 0 0 0 In - Peak Hour: 07:30 AM 53 1 54 Right 27 1 28 Left 30 4 34 Peds 0 0 0 In - Peak Hour: 07:30 AM 57 5 62 Thru 50 1 51 Right 46 1 47 Peds 0 0 0 In - Peak Hour: 07:45 AM 96 2 98 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Pollard Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KKITT0277 Intersection: Pollard / Floating Feather City, State: Star, Idaho Control: Stop Sign Pollard Lane From North Floating Feather Road From East Pollard Lane From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 16 4 0 20 2 25 0 27 3 8 0 11 58 05:00 PM 9 0 0 9 4 25 0 29 8 13 0 21 59 05:15 PM 24 3 0 27 2 23 0 25 8 19 0 27 79 05:30 PM 24 1 0 25 1 26 0 27 6 10 0 16 68 Total Volume 73 8 0 81 9 99 0 108 25 50 0 75 264 % App. Total 90.1 9.9 0 8.3 91.7 0 33.3 66.7 0 PHF .760 .500 .000 .750 .563 .952 .000 .931 .781 .658 .000 .694 .835 General Traffic 73 8 0 81 9 99 0 108 24 50 0 74 263 % General Traffic 100 100 0 100 100 100 0 100 96.0 100 0 98.7 99.6 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 1 0 0 1 1 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 4.0 0 0 1.3 0.4 Pollard Lane Floating Feather Road Pollard Lane Thru 73 0 73 Left 8 0 8 Peds 0 0 0 In Out Total 59 81 140 0 0 0 59 140 81 Right 9 0 9 Left 99 0 99 Peds 0 0 0 Out Total In 32 108 140 1 0 1 33 141 108 Thru 50 0 50 Right 24 1 25 Peds 0 0 0 Out Total In 172 74 246 0 1 1 172 247 75 Peak Hour Begins at 04:45 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Pollard Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KKITT0277 Intersection: Pollard / Floating Feather City, State: Star, Idaho Control: Stop Sign Pollard Lane From North Floating Feather Road From East Pollard Lane From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:45 PM 05:00 PM +0 mins. 21 9 0 30 2 25 0 27 8 13 0 21 +15 mins. 17 7 0 24 4 25 0 29 8 19 0 27 +30 mins. 16 3 0 19 2 23 0 25 6 10 0 16 +45 mins. 16 4 0 20 1 26 0 27 9 12 0 21 Total Volume 70 23 0 93 9 99 0 108 31 54 0 85 % App. Total 75.3 24.7 0 8.3 91.7 0 36.5 63.5 0 PHF .833 .639 .000 .775 .563 .952 .000 .931 .861 .711 .000 .787 General Traffic 70 23 0 93 9 99 0 108 30 54 0 84 % General Traffic 100 100 0 100 100 100 0 100 96.8 100 0 98.8 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 1 0 0 1 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 3.2 0 0 1.2 Pollard Lane Floating Feather Road Pollard Lane Thru 70 0 70 Left 23 0 23 Peds 0 0 0 In - Peak Hour: 04:00 PM 93 0 93 Right 9 0 9 Left 99 0 99 Peds 0 0 0 In - Peak Hour: 04:45 PM 108 0 108 Thru 54 0 54 Right 30 1 31 Peds 0 0 0 In - Peak Hour: 05:00 PM 84 1 85 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Pollard Ln Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KKITT0277 Intersection: Pollard / Floating Feather City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 1 Study: KITT0277 Intersection: Star Rd / Floating Feather City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Floating Feather Road From East Star Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total 07:00 AM 3 8 1 12 29 8 1 38 17 19 1 37 87 07:15 AM 3 16 0 19 27 9 1 37 9 21 0 30 86 07:30 AM 3 8 0 11 18 9 0 27 13 19 0 32 70 07:45 AM 5 12 1 18 31 4 2 37 12 19 0 31 86 Total 14 44 2 60 105 30 4 139 51 78 1 130 329 08:00 AM 8 28 0 36 23 11 2 36 23 12 1 36 108 08:15 AM 3 26 3 32 25 17 1 43 16 18 0 34 109 08:30 AM 8 22 0 30 19 8 0 27 18 16 0 34 91 08:45 AM 9 37 0 46 22 28 0 50 26 23 0 49 145 Total 28 113 3 144 89 64 3 156 83 69 1 153 453 04:00 PM 16 44 0 60 19 21 2 42 26 15 0 41 143 04:15 PM 16 41 0 57 26 23 0 49 13 13 0 26 132 04:30 PM 24 31 0 55 36 25 0 61 16 8 0 24 140 04:45 PM 14 37 0 51 29 15 0 44 17 11 0 28 123 Total 70 153 0 223 110 84 2 196 72 47 0 119 538 05:00 PM 22 55 0 77 34 28 1 63 18 10 0 28 168 05:15 PM 22 54 0 76 24 20 0 44 20 11 1 32 152 05:30 PM 26 59 0 85 25 20 0 45 16 11 0 27 157 05:45 PM 13 50 0 63 26 20 0 46 14 13 0 27 136 Total 83 218 0 301 109 88 1 198 68 45 1 114 613 Grand Total 195 528 5 728 413 266 10 689 274 239 3 516 1933 % 26.8 72.5 0.7 59.9 38.6 1.5 53.1 46.3 0.6 Total % 10.1 27.3 0.3 37.7 21.4 13.8 0.5 35.6 14.2 12.4 0.2 26.7 General Traffic 195 513 5 713 404 262 10 676 268 237 3 508 1897 % General Traffic 100 97.2 100 97.9 97.8 98.5 100 98.1 97.8 99.2 100 98.4 98.1 3+ Axle Heavy Trucks 0 15 0 15 9 4 0 13 6 2 0 8 36 % 3+ Axle Heavy Trucks 0 2.8 0 2.1 2.2 1.5 0 1.9 2.2 0.8 0 1.6 1.9 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 2 Study: KITT0277 Intersection: Star Rd / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road Floating Feather Road Star Road Thru 195 0 195 Left 513 15 528 Peds 5 0 5 Out Total In [PHONE REDACTED] 11 15 26 652 1380 728 Left 262 4 266 Right 404 9 413 Peds 10 0 10 Out Total In [PHONE REDACTED] 21 13 34 802 1491 689 Thru 237 2 239 Right 268 6 274 Peds 3 0 3 Total Out In 457 508 965 4 8 12 461 977 516 7/12/2022 07:00 AM 7/12/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 3 Study: KITT0277 Intersection: Star Rd / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road From East Star Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 8 28 0 36 23 11 2 36 23 12 1 36 108 08:15 AM 3 26 3 32 25 17 1 43 16 18 0 34 109 08:30 AM 8 22 0 30 19 8 0 27 18 16 0 34 91 08:45 AM 9 37 0 46 22 28 0 50 26 23 0 49 145 Total Volume 28 113 3 144 89 64 3 156 83 69 1 153 453 % App. Total 19.4 78.5 2.1 57.1 41 1.9 54.2 45.1 0.7 PHF .778 .764 .250 .783 .890 .571 .375 .780 .798 .750 .250 .781 .781 General Traffic 28 108 3 139 87 62 3 152 82 67 1 150 441 % General Traffic 100 95.6 100 96.5 97.8 96.9 100 97.4 98.8 97.1 100 98.0 97.4 3+ Axle Heavy Trucks 0 5 0 5 2 2 0 4 1 2 0 3 12 % 3+ Axle Heavy Trucks 0 4.4 0 3.5 2.2 3.1 0 2.6 1.2 2.9 0 2.0 2.6 Floating Feather Road Floating Feather Road Star Road Thru 28 0 28 Left 108 5 113 Peds 3 0 3 Out Total In 154 139 293 4 5 9 158 302 144 Left 62 2 64 Right 87 2 89 Peds 3 0 3 Out Total In 190 152 342 6 4 10 196 352 156 Thru 67 2 69 Right 82 1 83 Peds 1 0 1 Total Out In 90 150 240 2 3 5 92 245 153 Peak Hour Begins at 08:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 4 Study: KITT0277 Intersection: Star Rd / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road From East Star Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 08:00 AM 08:00 AM +0 mins. 8 28 0 36 23 11 2 36 23 12 1 36 +15 mins. 3 26 3 32 25 17 1 43 16 18 0 34 +30 mins. 8 22 0 30 19 8 0 27 18 16 0 34 +45 mins. 9 37 0 46 22 28 0 50 26 23 0 49 Total Volume 28 113 3 144 89 64 3 156 83 69 1 153 % App. Total 19.4 78.5 2.1 57.1 41 1.9 54.2 45.1 0.7 PHF .778 .764 .250 .783 .890 .571 .375 .780 .798 .750 .250 .781 General Traffic 28 108 3 139 87 62 3 152 82 67 1 150 % General Traffic 100 95.6 100 96.5 97.8 96.9 100 97.4 98.8 97.1 100 98 3+ Axle Heavy Trucks 0 5 0 5 2 2 0 4 1 2 0 3 % 3+ Axle Heavy Trucks 0 4.4 0 3.5 2.2 3.1 0 2.6 1.2 2.9 0 2 Floating Feather Road Floating Feather Road Star Road Thru 28 0 28 Left 108 5 113 Peds 3 0 3 In - Peak Hour: 08:00 AM 139 5 144 Left 62 2 64 Right 87 2 89 Peds 3 0 3 In - Peak Hour: 08:00 AM 152 4 156 Thru 67 2 69 Right 82 1 83 Peds 1 0 1 In - Peak Hour: 08:00 AM 150 3 153 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 5 Study: KITT0277 Intersection: Star Rd / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road From East Star Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 22 55 0 77 34 28 1 63 18 10 0 28 168 05:15 PM 22 54 0 76 24 20 0 44 20 11 1 32 152 05:30 PM 26 59 0 85 25 20 0 45 16 11 0 27 157 05:45 PM 13 50 0 63 26 20 0 46 14 13 0 27 136 Total Volume 83 218 0 301 109 88 1 198 68 45 1 114 613 % App. Total 27.6 72.4 0 55.1 44.4 0.5 59.6 39.5 0.9 PHF .798 .924 .000 .885 .801 .786 .250 .786 .850 .865 .250 .891 .912 General Traffic 83 214 0 297 109 88 1 198 67 45 1 113 608 % General Traffic 100 98.2 0 98.7 100 100 100 100 98.5 100 100 99.1 99.2 3+ Axle Heavy Trucks 0 4 0 4 0 0 0 0 1 0 0 1 5 % 3+ Axle Heavy Trucks 0 1.8 0 1.3 0 0 0 0 1.5 0 0 0.9 0.8 Floating Feather Road Floating Feather Road Star Road Thru 83 0 83 Left 214 4 218 Peds 0 0 0 Out Total In 154 297 451 0 4 4 154 455 301 Left 88 0 88 Right 109 0 109 Peds 1 0 1 Out Total In 281 198 479 5 0 5 286 484 198 Thru 45 0 45 Right 67 1 68 Peds 1 0 1 Total Out In 171 113 284 0 1 1 171 285 114 Peak Hour Begins at 05:00 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 6 Study: KITT0277 Intersection: Star Rd / Floating Feather City, State: Star, Idaho Control: Stop Sign Floating Feather Road From East Star Road From South Floating Feather Road From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 04:15 PM 04:00 PM +0 mins. 22 55 0 77 26 23 0 49 26 15 0 41 +15 mins. 22 54 0 76 36 25 0 61 13 13 0 26 +30 mins. 26 59 0 85 29 15 0 44 16 8 0 24 +45 mins. 13 50 0 63 34 28 1 63 17 11 0 28 Total Volume 83 218 0 301 125 91 1 217 72 47 0 119 % App. Total 27.6 72.4 0 57.6 41.9 0.5 60.5 39.5 0 PHF .798 .924 .000 .885 .868 .813 .250 .861 .692 .783 .000 .726 General Traffic 83 214 0 297 124 90 1 215 70 47 0 117 % General Traffic 100 98.2 0 98.7 99.2 98.9 100 99.1 97.2 100 0 98.3 3+ Axle Heavy Trucks 0 4 0 4 1 1 0 2 2 0 0 2 % 3+ Axle Heavy Trucks 0 1.8 0 1.3 0.8 1.1 0 0.9 2.8 0 0 1.7 Floating Feather Road Floating Feather Road Star Road Thru 83 0 83 Left 214 4 218 Peds 0 0 0 In - Peak Hour: 05:00 PM 297 4 301 Left 90 1 91 Right 124 1 125 Peds 1 0 1 In - Peak Hour: 04:15 PM 215 2 217 Thru 47 0 47 Right 70 2 72 Peds 0 0 0 In - Peak Hour: 04:00 PM 117 2 119 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Floating Feather Rd & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 7 Study: KITT0277 Intersection: Star Rd / Floating Feather City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Lanktree Gulch Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/21/2022 Page No : 1 Study: KITT0277 Intersection: Lanktree Gulch / an Ada Rd City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Can Ada Road From North Lanktree Gulch Road From East Can Ada Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total 07:00 AM 13 3 0 16 0 0 0 0 0 2 0 2 18 07:15 AM 19 0 0 19 0 0 0 0 0 3 0 3 22 07:30 AM 15 0 0 15 0 3 0 3 2 11 0 13 31 07:45 AM 14 1 0 15 1 3 0 4 1 7 0 8 27 Total 61 4 0 65 1 6 0 7 3 23 0 26 98 08:00 AM 9 0 0 9 0 2 0 2 1 6 0 7 18 08:15 AM 24 0 0 24 0 0 0 0 2 5 0 7 31 08:30 AM 15 0 0 15 0 1 0 1 2 9 0 11 27 08:45 AM 12 0 1 13 0 3 0 3 1 6 0 7 23 Total 60 0 1 61 0 6 0 6 6 26 0 32 99 04:00 PM 17 0 0 17 2 3 0 5 2 18 0 20 42 04:15 PM 11 1 0 12 0 3 0 3 0 13 0 13 28 04:30 PM 9 1 0 10 1 2 0 3 2 23 0 25 38 04:45 PM 12 1 0 13 0 4 0 4 3 21 0 24 41 Total 49 3 0 52 3 12 0 15 7 75 0 82 149 05:00 PM 12 0 0 12 2 4 0 6 4 17 0 21 39 05:15 PM 12 1 0 13 1 2 0 3 4 16 0 20 36 05:30 PM 9 0 0 9 3 5 0 8 7 30 0 37 54 05:45 PM 9 1 0 10 1 1 0 2 2 29 0 31 43 Total 42 2 0 44 7 12 0 19 17 92 0 109 172 Grand Total 212 9 1 222 11 36 0 47 33 216 0 249 518 % 95.5 4.1 0.5 23.4 76.6 0 13.3 86.7 0 Total % 40.9 1.7 0.2 42.9 2.1 6.9 0 9.1 6.4 41.7 0 48.1 General Traffic 212 8 1 221 11 35 0 46 32 214 0 246 513 % General Traffic 100 88.9 100 99.5 100 97.2 0 97.9 97 99.1 0 98.8 99 3+ Axle Heavy Trucks 0 1 0 1 0 1 0 1 1 2 0 3 5 % 3+ Axle Heavy Trucks 0 11.1 0 0.5 0 2.8 0 2.1 3 0.9 0 1.2 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Lanktree Gulch Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/21/2022 Page No : 2 Study: KITT0277 Intersection: Lanktree Gulch / an Ada Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road Lanktree Gulch Road Can Ada Road Thru 212 0 212 Left 8 1 9 Peds 1 0 1 In Out Total 225 221 446 2 1 3 227 449 222 Right 11 0 11 Left 35 1 36 Peds 0 0 0 Out Total In 40 46 86 2 1 3 42 89 47 Thru 214 2 216 Right 32 1 33 Peds 0 0 0 Out Total In 247 246 493 1 3 4 248 497 249 6/21/2022 07:00 AM 6/21/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Lanktree Gulch Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/21/2022 Page No : 3 Study: KITT0277 Intersection: Lanktree Gulch / an Ada Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road From North Lanktree Gulch Road From East Can Ada Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 15 0 0 15 0 3 0 3 2 11 0 13 31 07:45 AM 14 1 0 15 1 3 0 4 1 7 0 8 27 08:00 AM 9 0 0 9 0 2 0 2 1 6 0 7 18 08:15 AM 24 0 0 24 0 0 0 0 2 5 0 7 31 Total Volume 62 1 0 63 1 8 0 9 6 29 0 35 107 % App. Total 98.4 1.6 0 11.1 88.9 0 17.1 82.9 0 PHF .646 .250 .000 .656 .250 .667 .000 .563 .750 .659 .000 .673 .863 General Traffic 62 1 0 63 1 8 0 9 6 28 0 34 106 % General Traffic 100 100 0 100 100 100 0 100 100 96.6 0 97.1 99.1 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 1 0 1 1 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 3.4 0 2.9 0.9 Can Ada Road Lanktree Gulch Road Can Ada Road Thru 62 0 62 Left 1 0 1 Peds 0 0 0 In Out Total 29 63 92 1 0 1 30 93 63 Right 1 0 1 Left 8 0 8 Peds 0 0 0 Out Total In 7 9 16 0 0 0 7 16 9 Thru 28 1 29 Right 6 0 6 Peds 0 0 0 Out Total In 70 34 104 0 1 1 70 105 35 Peak Hour Begins at 07:30 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Lanktree Gulch Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/21/2022 Page No : 4 Study: KITT0277 Intersection: Lanktree Gulch / an Ada Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road From North Lanktree Gulch Road From East Can Ada Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:15 AM 07:30 AM +0 mins. 13 3 0 16 0 0 0 0 2 11 0 13 +15 mins. 19 0 0 19 0 3 0 3 1 7 0 8 +30 mins. 15 0 0 15 1 3 0 4 1 6 0 7 +45 mins. 14 1 0 15 0 2 0 2 2 5 0 7 Total Volume 61 4 0 65 1 8 0 9 6 29 0 35 % App. Total 93.8 6.2 0 11.1 88.9 0 17.1 82.9 0 PHF .803 .333 .000 .855 .250 .667 .000 .563 .750 .659 .000 .673 General Traffic 61 3 0 64 1 8 0 9 6 28 0 34 % General Traffic 100 75 0 98.5 100 100 0 100 100 96.6 0 97.1 3+ Axle Heavy Trucks 0 1 0 1 0 0 0 0 0 1 0 1 % 3+ Axle Heavy Trucks 0 25 0 1.5 0 0 0 0 0 3.4 0 2.9 Can Ada Road Lanktree Gulch Road Can Ada Road Thru 61 0 61 Left 3 1 4 Peds 0 0 0 In - Peak Hour: 07:00 AM 64 1 65 Right 1 0 1 Left 8 0 8 Peds 0 0 0 In - Peak Hour: 07:15 AM 9 0 9 Thru 28 1 29 Right 6 0 6 Peds 0 0 0 In - Peak Hour: 07:30 AM 34 1 35 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Lanktree Gulch Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/21/2022 Page No : 5 Study: KITT0277 Intersection: Lanktree Gulch / an Ada Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road From North Lanktree Gulch Road From East Can Ada Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 12 0 0 12 2 4 0 6 4 17 0 21 39 05:15 PM 12 1 0 13 1 2 0 3 4 16 0 20 36 05:30 PM 9 0 0 9 3 5 0 8 7 30 0 37 54 05:45 PM 9 1 0 10 1 1 0 2 2 29 0 31 43 Total Volume 42 2 0 44 7 12 0 19 17 92 0 109 172 % App. Total 95.5 4.5 0 36.8 63.2 0 15.6 84.4 0 PHF .875 .500 .000 .846 .583 .600 .000 .594 .607 .767 .000 .736 .796 General Traffic 42 2 0 44 7 12 0 19 16 91 0 107 170 % General Traffic 100 100 0 100 100 100 0 100 94.1 98.9 0 98.2 98.8 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 1 1 0 2 2 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 5.9 1.1 0 1.8 1.2 Can Ada Road Lanktree Gulch Road Can Ada Road Thru 42 0 42 Left 2 0 2 Peds 0 0 0 In Out Total 98 44 142 1 0 1 99 143 44 Right 7 0 7 Left 12 0 12 Peds 0 0 0 Out Total In 18 19 37 1 0 1 19 38 19 Thru 91 1 92 Right 16 1 17 Peds 0 0 0 Out Total In 54 107 161 0 2 2 54 163 109 Peak Hour Begins at 05:00 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Lanktree Gulch Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/21/2022 Page No : 6 Study: KITT0277 Intersection: Lanktree Gulch / an Ada Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road From North Lanktree Gulch Road From East Can Ada Road From South Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:45 PM 05:00 PM +0 mins. 17 0 0 17 0 4 0 4 4 17 0 21 +15 mins. 11 1 0 12 2 4 0 6 4 16 0 20 +30 mins. 9 1 0 10 1 2 0 3 7 30 0 37 +45 mins. 12 1 0 13 3 5 0 8 2 29 0 31 Total Volume 49 3 0 52 6 15 0 21 17 92 0 109 % App. Total 94.2 5.8 0 28.6 71.4 0 15.6 84.4 0 PHF .721 .750 .000 .765 .500 .750 .000 .656 .607 .767 .000 .736 General Traffic 49 3 0 52 6 15 0 21 16 91 0 107 % General Traffic 100 100 0 100 100 100 0 100 94.1 98.9 0 98.2 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 1 1 0 2 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 5.9 1.1 0 1.8 Can Ada Road Lanktree Gulch Road Can Ada Road Thru 49 0 49 Left 3 0 3 Peds 0 0 0 In - Peak Hour: 04:00 PM 52 0 52 Right 6 0 6 Left 15 0 15 Peds 0 0 0 In - Peak Hour: 04:45 PM 21 0 21 Thru 91 1 92 Right 16 1 17 Peds 0 0 0 In - Peak Hour: 05:00 PM 107 2 109 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Lanktree Gulch Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/21/2022 Page No : 7 Study: KITT0277 Intersection: Lanktree Gulch / an Ada Rd City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : New Hope Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection: Can Ada / New Hope Rd City, State: Star, Idaho Control: All Stop Groups Printed- General Traffic - 3+ Axle Heavy Trucks Can Ada Road From North New Hope Road From East Can Ada Road From South New Hope Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 3 8 0 11 0 2 2 0 4 5 3 1 0 9 0 3 0 0 3 27 07:15 AM 1 6 0 0 7 3 1 2 0 6 10 4 0 0 14 0 2 1 0 3 30 07:30 AM 1 11 8 0 20 3 1 4 0 8 9 6 0 0 15 0 11 1 0 12 55 07:45 AM 0 8 18 0 26 0 2 8 0 10 6 2 1 0 9 1 3 2 0 6 51 Total 2 28 34 0 64 6 6 16 0 28 30 15 2 0 47 1 19 4 0 24 163 08:00 AM 3 8 11 2 24 0 0 6 0 6 3 11 1 1 16 3 6 0 0 9 55 08:15 AM 0 11 5 1 17 1 2 8 0 11 8 3 0 1 12 2 6 1 0 9 49 08:30 AM 1 6 8 0 15 2 0 9 0 11 4 5 1 0 10 1 5 1 0 7 43 08:45 AM 0 15 7 0 22 6 2 1 0 9 5 12 2 2 21 2 2 1 0 5 57 Total 4 40 31 3 78 9 4 24 0 37 20 31 4 4 59 8 19 3 0 30 204 04:00 PM 0 4 6 0 10 10 3 9 0 22 4 11 1 0 16 2 2 0 0 4 52 04:15 PM 0 11 3 0 14 5 5 3 0 13 5 6 3 0 14 0 1 1 0 2 43 04:30 PM 3 5 4 0 12 10 2 5 0 17 11 10 0 0 21 1 2 0 0 3 53 04:45 PM 1 9 4 0 14 14 2 5 0 21 2 5 3 0 10 4 2 1 0 7 52 Total 4 29 17 0 50 39 12 22 0 73 22 32 7 0 61 7 7 2 0 16 200 05:00 PM 3 13 7 0 23 8 5 8 0 21 4 6 2 0 12 1 2 1 0 4 60 05:15 PM 0 9 8 0 17 7 9 4 0 20 7 7 5 0 19 0 3 0 0 3 59 05:30 PM 0 9 12 0 21 13 9 4 0 26 4 10 2 0 16 0 2 0 0 2 65 05:45 PM 3 4 3 0 10 16 16 13 0 45 2 11 1 0 14 1 4 2 0 7 76 Total 6 35 30 0 71 44 39 29 0 112 17 34 10 0 61 2 11 3 0 16 260 Grand Total 16 132 112 3 263 98 61 91 0 250 89 112 23 4 228 18 56 12 0 86 827 % 6.1 50.2 42.6 1.1 39.2 24.4 36.4 0 39 49.1 10.1 1.8 20.9 65.1 14 0 Total % 1.9 16 13.5 0.4 31.8 11.9 7.4 11 0 30.2 10.8 13.5 2.8 0.5 27.6 2.2 6.8 1.5 0 10.4 General Traffic 16 132 111 3 262 98 58 71 0 227 68 111 23 4 206 18 54 12 0 84 779 % General Traffic 100 100 99.1 100 99.6 100 95.1 78 0 90.8 76.4 99.1 100 100 90.4 100 96.4 100 0 97.7 94.2 3+ Axle Heavy Trucks 0 0 1 0 1 0 3 20 0 23 21 1 0 0 22 0 2 0 0 2 48 % 3+ Axle Heavy Trucks 0 0 0.9 0 0.4 0 4.9 22 0 9.2 23.6 0.9 0 0 9.6 0 3.6 0 0 2.3 5.8 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : New Hope Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection: Can Ada / New Hope Rd City, State: Star, Idaho Control: All Stop Can Ada Road New Hope Road New Hope Road Can Ada Road Right 16 0 16 Thru 132 0 132 Left 111 1 112 Peds 3 0 3 In Out Total 221 262 483 1 1 2 222 485 263 Right 98 0 98 Thru 58 3 61 Left 71 20 91 Peds 0 0 0 Out Total In 233 227 460 24 23 47 257 507 250 Left 23 0 23 Thru 111 1 112 Right 68 21 89 Peds 4 0 4 Out Total In 221 206 427 20 22 42 241 469 228 Left 12 0 12 Thru 54 2 56 Right 18 0 18 Peds 0 0 0 Total Out In 97 84 181 3 2 5 100 186 86 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : New Hope Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection: Can Ada / New Hope Rd City, State: Star, Idaho Control: All Stop Can Ada Road From North New Hope Road From East Can Ada Road From South New Hope Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 1 11 8 0 20 3 1 4 0 8 9 6 0 0 15 0 11 1 0 12 55 07:45 AM 0 8 18 0 26 0 2 8 0 10 6 2 1 0 9 1 3 2 0 6 51 08:00 AM 3 8 11 2 24 0 0 6 0 6 3 11 1 1 16 3 6 0 0 9 55 08:15 AM 0 11 5 1 17 1 2 8 0 11 8 3 0 1 12 2 6 1 0 9 49 Total Volume 4 38 42 3 87 4 5 26 0 35 26 22 2 2 52 6 26 4 0 36 210 % App. Total 4.6 43.7 48.3 3.4 11.4 14.3 74.3 0 50 42.3 3.8 3.8 16.7 72.2 11.1 0 PHF .333 .864 .583 .375 .837 .333 .625 .813 .000 .795 .722 .500 .500 .500 .813 .500 .591 .500 .000 .750 .955 General Traffic 4 38 42 3 87 4 4 14 0 22 20 22 2 2 46 6 25 4 0 35 190 % General Traffic 100 100 100 100 100 100 80.0 53.8 0 62.9 76.9 100 100 100 88.5 100 96.2 100 0 97.2 90.5 3+ Axle Heavy Trucks 0 0 0 0 0 0 1 12 0 13 6 0 0 0 6 0 1 0 0 1 20 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 20.0 46.2 0 37.1 23.1 0 0 0 11.5 0 3.8 0 0 2.8 9.5 Can Ada Road New Hope Road New Hope Road Can Ada Road Right 4 0 4 Thru 38 0 38 Left 42 0 42 Peds 3 0 3 In Out Total 30 87 117 0 0 0 30 117 87 Right 4 0 4 Thru 4 1 5 Left 14 12 26 Peds 0 0 0 Out Total In 87 22 109 7 13 20 94 129 35 Left 2 0 2 Thru 22 0 22 Right 20 6 26 Peds 2 0 2 Out Total In 58 46 104 12 6 18 70 122 52 Left 4 0 4 Thru 25 1 26 Right 6 0 6 Peds 0 0 0 Total Out In 10 35 45 1 1 2 11 47 36 Peak Hour Begins at 07:30 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : New Hope Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection: Can Ada / New Hope Rd City, State: Star, Idaho Control: All Stop Can Ada Road From North New Hope Road From East Can Ada Road From South New Hope Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:45 AM 08:00 AM 07:30 AM +0 mins. 1 11 8 0 20 0 2 8 0 10 3 11 1 1 16 0 11 1 0 12 +15 mins. 0 8 18 0 26 0 0 6 0 6 8 3 0 1 12 1 3 2 0 6 +30 mins. 3 8 11 2 24 1 2 8 0 11 4 5 1 0 10 3 6 0 0 9 +45 mins. 0 11 5 1 17 2 0 9 0 11 5 12 2 2 21 2 6 1 0 9 Total Volume 4 38 42 3 87 3 4 31 0 38 20 31 4 4 59 6 26 4 0 36 % App. Total 4.6 43.7 48.3 3.4 7.9 10.5 81.6 0 33.9 52.5 6.8 6.8 16.7 72.2 11.1 0 PHF .333 .864 .583 .375 .837 .375 .500 .861 .000 .864 .625 .646 .500 .500 .702 .500 .591 .500 .000 .750 General Traffic 4 38 42 3 87 3 3 17 0 23 9 30 4 4 47 6 25 4 0 35 % General Traffic 100 100 100 100 100 100 75 54. 8 0 60.5 45 96. 8 100 100 79.7 100 96. 2 100 0 97.2 3+ Axle Heavy Trucks 0 0 0 0 0 0 1 14 0 15 11 1 0 0 12 0 1 0 0 1 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 25 45. 2 0 39.5 55 3.2 0 0 20.3 0 3.8 0 0 2.8 Can Ada Road New Hope Road New Hope Road Can Ada Road Right 4 0 4 Thru 38 0 38 Left 42 0 42 Peds 3 0 3 In - Peak Hour: 07:30 AM 87 0 87 Right 3 0 3 Thru 3 1 4 Left 17 14 31 Peds 0 0 0 In - Peak Hour: 07:45 AM 23 15 38 Left 4 0 4 Thru 30 1 31 Right 9 11 20 Peds 4 0 4 In - Peak Hour: 08:00 AM 47 12 59 Left 4 0 4 Thru 25 1 26 Right 6 0 6 Peds 0 0 0 In - Peak Hour: 07:30 AM 35 1 36 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : New Hope Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection: Can Ada / New Hope Rd City, State: Star, Idaho Control: All Stop Can Ada Road From North New Hope Road From East Can Ada Road From South New Hope Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 3 13 7 0 23 8 5 8 0 21 4 6 2 0 12 1 2 1 0 4 60 05:15 PM 0 9 8 0 17 7 9 4 0 20 7 7 5 0 19 0 3 0 0 3 59 05:30 PM 0 9 12 0 21 13 9 4 0 26 4 10 2 0 16 0 2 0 0 2 65 05:45 PM 3 4 3 0 10 16 16 13 0 45 2 11 1 0 14 1 4 2 0 7 76 Total Volume 6 35 30 0 71 44 39 29 0 112 17 34 10 0 61 2 11 3 0 16 260 % App. Total 8.5 49.3 42.3 0 39.3 34.8 25.9 0 27.9 55.7 16.4 0 12.5 68.8 18.8 0 PHF .500 .673 .625 .000 .772 .688 .609 .558 .000 .622 .607 .773 .500 .000 .803 .500 .688 .375 .000 .571 .855 General Traffic 6 35 29 0 70 44 38 27 0 109 17 34 10 0 61 2 11 3 0 16 256 % General Traffic 100 100 96.7 0 98.6 100 97.4 93.1 0 97.3 100 100 100 0 100 100 100 100 0 100 98.5 3+ Axle Heavy Trucks 0 0 1 0 1 0 1 2 0 3 0 0 0 0 0 0 0 0 0 0 4 % 3+ Axle Heavy Trucks 0 0 3.3 0 1.4 0 2.6 6.9 0 2.7 0 0 0 0 0 0 0 0 0 0 1.5 Can Ada Road New Hope Road New Hope Road Can Ada Road Right 6 0 6 Thru 35 0 35 Left 29 1 30 Peds 0 0 0 In Out Total 81 70 151 0 1 1 81 152 71 Right 44 0 44 Thru 38 1 39 Left 27 2 29 Peds 0 0 0 Out Total In 57 109 166 1 3 4 58 170 112 Left 10 0 10 Thru 34 0 34 Right 17 0 17 Peds 0 0 0 Out Total In 64 61 125 2 0 2 66 127 61 Left 3 0 3 Thru 11 0 11 Right 2 0 2 Peds 0 0 0 Total Out In 54 16 70 1 0 1 55 71 16 Peak Hour Begins at 05:00 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : New Hope Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection: Can Ada / New Hope Rd City, State: Star, Idaho Control: All Stop Can Ada Road From North New Hope Road From East Can Ada Road From South New Hope Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 05:00 PM 04:30 PM 04:30 PM +0 mins. 1 9 4 0 14 8 5 8 0 21 11 10 0 0 21 1 2 0 0 3 +15 mins. 3 13 7 0 23 7 9 4 0 20 2 5 3 0 10 4 2 1 0 7 +30 mins. 0 9 8 0 17 13 9 4 0 26 4 6 2 0 12 1 2 1 0 4 +45 mins. 0 9 12 0 21 16 16 13 0 45 7 7 5 0 19 0 3 0 0 3 Total Volume 4 40 31 0 75 44 39 29 0 112 24 28 10 0 62 6 9 2 0 17 % App. Total 5.3 53.3 41.3 0 39.3 34.8 25.9 0 38.7 45.2 16.1 0 35.3 52.9 11.8 0 PHF .333 .769 .646 .000 .815 .688 .609 .558 .000 .622 .545 .700 .500 .000 .738 .375 .750 .500 .000 .607 General Traffic 4 40 30 0 74 44 38 27 0 109 23 28 10 0 61 6 9 2 0 17 % General Traffic 100 100 96. 8 0 98.7 100 97. 4 93. 1 0 97.3 95. 8 100 100 0 98.4 100 100 100 0 100 3+ Axle Heavy Trucks 0 0 1 0 1 0 1 2 0 3 1 0 0 0 1 0 0 0 0 0 % 3+ Axle Heavy Trucks 0 0 3.2 0 1.3 0 2.6 6.9 0 2.7 4.2 0 0 0 1.6 0 0 0 0 0 Can Ada Road New Hope Road New Hope Road Can Ada Road Right 4 0 4 Thru 40 0 40 Left 30 1 31 Peds 0 0 0 In - Peak Hour: 04:45 PM 74 1 75 Right 44 0 44 Thru 38 1 39 Left 27 2 29 Peds 0 0 0 In - Peak Hour: 05:00 PM 109 3 112 Left 10 0 10 Thru 28 0 28 Right 23 1 24 Peds 0 0 0 In - Peak Hour: 04:30 PM 61 1 62 Left 2 0 2 Thru 9 0 9 Right 6 0 6 Peds 0 0 0 In - Peak Hour: 04:30 PM 17 0 17 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : New Hope Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection: Can Ada / New Hope Rd City, State: Star, Idaho Control: All Stop Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Purple Sage Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection: Can Ada Rd /Purple Sage Rd City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Can Ada Road From North Can Ada Road From South Purple Sage Road From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total 07:00 AM 0 1 0 1 0 2 0 2 15 2 0 17 20 07:15 AM 0 1 0 1 1 2 0 3 18 0 0 18 22 07:30 AM 0 2 0 2 2 6 0 8 12 0 0 12 22 07:45 AM 0 1 0 1 0 8 0 8 14 0 1 15 24 Total 0 5 0 5 3 18 0 21 59 2 1 62 88 08:00 AM 0 0 0 0 0 6 0 6 10 1 0 11 17 08:15 AM 0 0 0 0 0 3 0 3 20 0 1 21 24 08:30 AM 0 1 0 1 3 7 0 10 17 1 0 18 29 08:45 AM 0 2 0 2 1 5 0 6 10 1 0 11 19 Total 0 3 0 3 4 21 0 25 57 3 1 61 89 04:00 PM 0 2 0 2 0 18 0 18 14 0 0 14 34 04:15 PM 3 1 0 4 1 12 0 13 11 1 0 12 29 04:30 PM 1 1 0 2 3 20 0 23 6 0 0 6 31 04:45 PM 1 0 0 1 5 20 0 25 11 3 0 14 40 Total 5 4 0 9 9 70 0 79 42 4 0 46 134 05:00 PM 1 1 0 2 1 17 0 18 12 0 0 12 32 05:15 PM 0 0 0 0 0 15 0 15 10 0 0 10 25 05:30 PM 0 0 0 0 4 27 0 31 12 0 0 12 43 05:45 PM 0 2 0 2 4 24 0 28 6 0 0 6 36 Total 1 3 0 4 9 83 0 92 40 0 0 40 136 Grand Total 6 15 0 21 25 192 0 217 198 9 2 209 447 % 28.6 71.4 0 11.5 88.5 0 94.7 4.3 1 Total % 1.3 3.4 0 4.7 5.6 43 0 48.5 44.3 2 0.4 46.8 General Traffic 6 15 0 21 25 190 0 215 196 9 2 207 443 % General Traffic 100 100 0 100 100 99 0 99.1 99 100 100 99 99.1 3+ Axle Heavy Trucks 0 0 0 0 0 2 0 2 2 0 0 2 4 % 3+ Axle Heavy Trucks 0 0 0 0 0 1 0 0.9 1 0 0 1 0.9 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Purple Sage Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection: Can Ada Rd /Purple Sage Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road Purple Sage Road Can Ada Road Right 6 0 6 Thru 15 0 15 Peds 0 0 0 In Out Total 34 21 55 0 0 0 34 55 21 Left 190 2 192 Thru 25 0 25 Peds 0 0 0 Out Total In 211 215 426 2 2 4 213 430 217 Left 9 0 9 Right 196 2 198 Peds 2 0 2 Total Out In 196 207 403 2 2 4 198 407 209 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Purple Sage Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection: Can Ada Rd /Purple Sage Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road From North Can Ada Road From South Purple Sage Road From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 1 0 1 0 8 0 8 14 0 1 15 24 08:00 AM 0 0 0 0 0 6 0 6 10 1 0 11 17 08:15 AM 0 0 0 0 0 3 0 3 20 0 1 21 24 08:30 AM 0 1 0 1 3 7 0 10 17 1 0 18 29 Total Volume 0 2 0 2 3 24 0 27 61 2 2 65 94 % App. Total 0 100 0 11.1 88.9 0 93.8 3.1 3.1 PHF .000 .500 .000 .500 .250 .750 .000 .675 .763 .500 .500 .774 .810 General Traffic 0 2 0 2 3 23 0 26 61 2 2 65 93 % General Traffic 0 100 0 100 100 95.8 0 96.3 100 100 100 100 98.9 3+ Axle Heavy Trucks 0 0 0 0 0 1 0 1 0 0 0 0 1 % 3+ Axle Heavy Trucks 0 0 0 0 0 4.2 0 3.7 0 0 0 0 1.1 Can Ada Road Purple Sage Road Can Ada Road Right 0 0 0 Thru 2 0 2 Peds 0 0 0 In Out Total 5 2 7 0 0 0 5 7 2 Left 23 1 24 Thru 3 0 3 Peds 0 0 0 Out Total In 63 26 89 0 1 1 63 90 27 Left 2 0 2 Right 61 0 61 Peds 2 0 2 Total Out In 23 65 88 1 0 1 24 89 65 Peak Hour Begins at 07:45 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Purple Sage Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection: Can Ada Rd /Purple Sage Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road From North Can Ada Road From South Purple Sage Road From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:45 AM 07:45 AM +0 mins. 0 1 0 1 0 8 0 8 14 0 1 15 +15 mins. 0 1 0 1 0 6 0 6 10 1 0 11 +30 mins. 0 2 0 2 0 3 0 3 20 0 1 21 +45 mins. 0 1 0 1 3 7 0 10 17 1 0 18 Total Volume 0 5 0 5 3 24 0 27 61 2 2 65 % App. Total 0 100 0 11.1 88.9 0 93.8 3.1 3.1 PHF .000 .625 .000 .625 .250 .750 .000 .675 .763 .500 .500 .774 General Traffic 0 5 0 5 3 23 0 26 61 2 2 65 % General Traffic 0 100 0 100 100 95.8 0 96.3 100 100 100 100 3+ Axle Heavy Trucks 0 0 0 0 0 1 0 1 0 0 0 0 % 3+ Axle Heavy Trucks 0 0 0 0 0 4.2 0 3.7 0 0 0 0 Can Ada Road Purple Sage Road Can Ada Road Right 0 0 0 Thru 5 0 5 Peds 0 0 0 In - Peak Hour: 07:00 AM 5 0 5 Left 23 1 24 Thru 3 0 3 Peds 0 0 0 In - Peak Hour: 07:45 AM 26 1 27 Left 2 0 2 Right 61 0 61 Peds 2 0 2 In - Peak Hour: 07:45 AM 65 0 65 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Purple Sage Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection: Can Ada Rd /Purple Sage Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road From North Can Ada Road From South Purple Sage Road From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 1 0 0 1 5 20 0 25 11 3 0 14 40 05:00 PM 1 1 0 2 1 17 0 18 12 0 0 12 32 05:15 PM 0 0 0 0 0 15 0 15 10 0 0 10 25 05:30 PM 0 0 0 0 4 27 0 31 12 0 0 12 43 Total Volume 2 1 0 3 10 79 0 89 45 3 0 48 140 % App. Total 66.7 33.3 0 11.2 88.8 0 93.8 6.2 0 PHF .500 .250 .000 .375 .500 .731 .000 .718 .938 .250 .000 .857 .814 General Traffic 2 1 0 3 10 78 0 88 44 3 0 47 138 % General Traffic 100 100 0 100 100 98.7 0 98.9 97.8 100 0 97.9 98.6 3+ Axle Heavy Trucks 0 0 0 0 0 1 0 1 1 0 0 1 2 % 3+ Axle Heavy Trucks 0 0 0 0 0 1.3 0 1.1 2.2 0 0 2.1 1.4 Can Ada Road Purple Sage Road Can Ada Road Right 2 0 2 Thru 1 0 1 Peds 0 0 0 In Out Total 13 3 16 0 0 0 13 16 3 Left 78 1 79 Thru 10 0 10 Peds 0 0 0 Out Total In 45 88 133 1 1 2 46 135 89 Left 3 0 3 Right 44 1 45 Peds 0 0 0 Total Out In 80 47 127 1 1 2 81 129 48 Peak Hour Begins at 04:45 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Purple Sage Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection: Can Ada Rd /Purple Sage Rd City, State: Star, Idaho Control: Stop Sign Can Ada Road From North Can Ada Road From South Purple Sage Road From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 05:00 PM 04:45 PM +0 mins. 0 2 0 2 1 17 0 18 11 3 0 14 +15 mins. 3 1 0 4 0 15 0 15 12 0 0 12 +30 mins. 1 1 0 2 4 27 0 31 10 0 0 10 +45 mins. 1 0 0 1 4 24 0 28 12 0 0 12 Total Volume 5 4 0 9 9 83 0 92 45 3 0 48 % App. Total 55.6 44.4 0 9.8 90.2 0 93.8 6.2 0 PHF .417 .500 .000 .563 .563 .769 .000 .742 .938 .250 .000 .857 General Traffic 5 4 0 9 9 82 0 91 44 3 0 47 % General Traffic 100 100 0 100 100 98.8 0 98.9 97.8 100 0 97.9 3+ Axle Heavy Trucks 0 0 0 0 0 1 0 1 1 0 0 1 % 3+ Axle Heavy Trucks 0 0 0 0 0 1.2 0 1.1 2.2 0 0 2.1 Can Ada Road Purple Sage Road Can Ada Road Right 5 0 5 Thru 4 0 4 Peds 0 0 0 In - Peak Hour: 04:00 PM 9 0 9 Left 82 1 83 Thru 9 0 9 Peds 0 0 0 In - Peak Hour: 05:00 PM 91 1 92 Left 3 0 3 Right 44 1 45 Peds 0 0 0 In - Peak Hour: 04:45 PM 47 1 48 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : Purple Sage Rd & Can Ada Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection: Can Ada Rd /Purple Sage Rd City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Can Ada Rd Site Code : 00000000 Start Date : 7/12/2022 Page No : 1 Study: KITT0277 Intersection: Can Ada Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Can Ada Road From North SH-44 (State Street) From East SH-44 (State Street) From West Start Time Right Left Peds App. Total Right Thru Peds App. Total Thru Left Peds App. Total Int. Total 07:00 AM 7 14 0 21 4 65 0 69 158 5 0 163 253 07:15 AM 10 8 0 18 11 62 0 73 157 11 0 168 259 07:30 AM 12 14 0 26 6 68 0 74 169 10 0 179 279 07:45 AM 9 10 0 19 8 71 0 79 152 9 0 161 259 Total 38 46 0 84 29 266 0 295 636 35 0 671 1050 08:00 AM 12 14 0 26 7 73 0 80 124 8 0 132 238 08:15 AM 7 13 0 20 5 62 0 67 124 3 0 127 214 08:30 AM 8 8 0 16 11 80 0 91 156 10 0 166 273 08:45 AM 7 21 0 28 9 74 0 83 113 11 0 124 235 Total 34 56 0 90 32 289 0 321 517 32 0 549 960 04:00 PM 4 10 0 14 14 168 0 182 57 4 0 61 257 04:15 PM 6 17 0 23 21 144 0 165 155 13 0 168 356 04:30 PM 5 10 0 15 11 180 0 191 105 7 0 112 318 04:45 PM 8 14 0 22 6 170 0 176 125 8 0 133 331 Total 23 51 0 74 52 662 0 714 442 32 0 474 1262 05:00 PM 7 13 0 20 11 184 0 195 119 5 0 124 339 05:15 PM 10 13 0 23 16 159 0 175 117 4 0 121 319 05:30 PM 12 12 0 24 16 162 0 178 106 7 0 113 315 05:45 PM 4 6 0 10 14 181 0 195 86 7 0 93 298 Total 33 44 0 77 57 686 0 743 428 23 0 451 1271 Grand Total 128 197 0 [PHONE REDACTED] 0 2073 2023 122 0 2145 4543 % 39.4 60.6 0 8.2 91.8 0 94.3 5.7 0 Total % 2.8 4.3 0 7.2 3.7 41.9 0 45.6 44.5 2.7 0 47.2 General Traffic 104 191 0 [PHONE REDACTED] 0 2025 1960 97 0 2057 4377 % General Traffic 81.2 97 0 90.8 94.1 98 0 97.7 96.9 79.5 0 95.9 96.3 3+ Axle Heavy Trucks 24 6 0 30 10 38 0 48 63 25 0 88 166 % 3+ Axle Heavy Trucks 18.8 3 0 9.2 5.9 2 0 2.3 3.1 20.5 0 4.1 3.7 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Can Ada Rd Site Code : 00000000 Start Date : 7/12/2022 Page No : 2 Study: KITT0277 Intersection: Can Ada Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Can Ada Road SH-44 (State Street) SH-44 (State Street) Right 104 24 128 Left 191 6 197 Peds 0 0 0 In Out Total 257 295 552 35 30 65 292 617 325 Right 160 10 170 Thru 1865 38 1903 Peds 0 0 0 Out Total In 2151 2025 4176 69 48 117 2220 4293 2073 Left 97 25 122 Thru 1960 63 2023 Peds 0 0 0 Total Out In 1969 2057 4026 62 88 150 2031 4176 2145 7/12/2022 07:00 AM 7/12/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Can Ada Rd Site Code : 00000000 Start Date : 7/12/2022 Page No : 3 Study: KITT0277 Intersection: Can Ada Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Can Ada Road From North SH-44 (State Street) From East SH-44 (State Street) From West Start Time Right Left Peds App. Total Right Thru Peds App. Total Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 7 14 0 21 4 65 0 69 158 5 0 163 253 07:15 AM 10 8 0 18 11 62 0 73 157 11 0 168 259 07:30 AM 12 14 0 26 6 68 0 74 169 10 0 179 279 07:45 AM 9 10 0 19 8 71 0 79 152 9 0 161 259 Total Volume 38 46 0 84 29 266 0 295 636 35 0 671 1050 % App. Total 45.2 54.8 0 9.8 90.2 0 94.8 5.2 0 PHF .792 .821 .000 .808 .659 .937 .000 .934 .941 .795 .000 .937 .941 General Traffic 33 46 0 79 28 255 0 283 616 25 0 641 1003 % General Traffic 86.8 100 0 94.0 96.6 95.9 0 95.9 96.9 71.4 0 95.5 95.5 3+ Axle Heavy Trucks 5 0 0 5 1 11 0 12 20 10 0 30 47 % 3+ Axle Heavy Trucks 13.2 0 0 6.0 3.4 4.1 0 4.1 3.1 28.6 0 4.5 4.5 Can Ada Road SH-44 (State Street) SH-44 (State Street) Right 33 5 38 Left 46 0 46 Peds 0 0 0 In Out Total 53 79 132 11 5 16 64 148 84 Right 28 1 29 Thru 255 11 266 Peds 0 0 0 Out Total In 662 283 945 20 12 32 682 977 295 Left 25 10 35 Thru 616 20 636 Peds 0 0 0 Total Out In 288 641 929 16 30 46 304 975 671 Peak Hour Begins at 07:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Can Ada Rd Site Code : 00000000 Start Date : 7/12/2022 Page No : 4 Study: KITT0277 Intersection: Can Ada Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Can Ada Road From North SH-44 (State Street) From East SH-44 (State Street) From West Start Time Right Left Peds App. Total Right Thru Peds App. Total Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 08:00 AM 07:00 AM +0 mins. 12 14 0 26 7 73 0 80 158 5 0 163 +15 mins. 9 10 0 19 5 62 0 67 157 11 0 168 +30 mins. 12 14 0 26 11 80 0 91 169 10 0 179 +45 mins. 7 13 0 20 9 74 0 83 152 9 0 161 Total Volume 40 51 0 91 32 289 0 321 636 35 0 671 % App. Total 44 56 0 10 90 0 94.8 5.2 0 PHF .833 .911 .000 .875 .727 .903 .000 .882 .941 .795 .000 .937 General Traffic 28 50 0 78 26 277 0 303 616 25 0 641 % General Traffic 70 98 0 85.7 81.2 95.8 0 94.4 96.9 71.4 0 95.5 3+ Axle Heavy Trucks 12 1 0 13 6 12 0 18 20 10 0 30 % 3+ Axle Heavy Trucks 30 2 0 14.3 18.8 4.2 0 5.6 3.1 28.6 0 4.5 Can Ada Road SH-44 (State Street) SH-44 (State Street) Right 28 12 40 Left 50 1 51 Peds 0 0 0 In - Peak Hour: 07:30 AM 78 13 91 Right 26 6 32 Thru 277 12 289 Peds 0 0 0 In - Peak Hour: 08:00 AM 303 18 321 Left 25 10 35 Thru 616 20 636 Peds 0 0 0 In - Peak Hour: 07:00 AM 641 30 671 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Can Ada Rd Site Code : 00000000 Start Date : 7/12/2022 Page No : 5 Study: KITT0277 Intersection: Can Ada Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Can Ada Road From North SH-44 (State Street) From East SH-44 (State Street) From West Start Time Right Left Peds App. Total Right Thru Peds App. Total Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 6 17 0 23 21 144 0 165 155 13 0 168 356 04:30 PM 5 10 0 15 11 180 0 191 105 7 0 112 318 04:45 PM 8 14 0 22 6 170 0 176 125 8 0 133 331 05:00 PM 7 13 0 20 11 184 0 195 119 5 0 124 339 Total Volume 26 54 0 80 49 678 0 727 504 33 0 537 1344 % App. Total 32.5 67.5 0 6.7 93.3 0 93.9 6.1 0 PHF .813 .794 .000 .870 .583 .921 .000 .932 .813 .635 .000 .799 .944 General Traffic 23 53 0 76 48 671 0 719 492 31 0 523 1318 % General Traffic 88.5 98.1 0 95.0 98.0 99.0 0 98.9 97.6 93.9 0 97.4 98.1 3+ Axle Heavy Trucks 3 1 0 4 1 7 0 8 12 2 0 14 26 % 3+ Axle Heavy Trucks 11.5 1.9 0 5.0 2.0 1.0 0 1.1 2.4 6.1 0 2.6 1.9 Can Ada Road SH-44 (State Street) SH-44 (State Street) Right 23 3 26 Left 53 1 54 Peds 0 0 0 In Out Total 79 76 155 3 4 7 82 162 80 Right 48 1 49 Thru 671 7 678 Peds 0 0 0 Out Total In [PHONE REDACTED] 13 8 21 558 1285 727 Left 31 2 33 Thru 492 12 504 Peds 0 0 0 Total Out In [PHONE REDACTED] 10 14 24 704 1241 537 Peak Hour Begins at 04:15 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Can Ada Rd Site Code : 00000000 Start Date : 7/12/2022 Page No : 6 Study: KITT0277 Intersection: Can Ada Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Can Ada Road From North SH-44 (State Street) From East SH-44 (State Street) From West Start Time Right Left Peds App. Total Right Thru Peds App. Total Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 05:00 PM 04:15 PM +0 mins. 8 14 0 22 11 184 0 195 155 13 0 168 +15 mins. 7 13 0 20 16 159 0 175 105 7 0 112 +30 mins. 10 13 0 23 16 162 0 178 125 8 0 133 +45 mins. 12 12 0 24 14 181 0 195 119 5 0 124 Total Volume 37 52 0 89 57 686 0 743 504 33 0 537 % App. Total 41.6 58.4 0 7.7 92.3 0 93.9 6.1 0 PHF .771 .929 .000 .927 .891 .932 .000 .953 .813 .635 .000 .799 General Traffic 36 52 0 88 57 680 0 737 492 31 0 523 % General Traffic 97.3 100 0 98.9 100 99.1 0 99.2 97.6 93.9 0 97.4 3+ Axle Heavy Trucks 1 0 0 1 0 6 0 6 12 2 0 14 % 3+ Axle Heavy Trucks 2.7 0 0 1.1 0 0.9 0 0.8 2.4 6.1 0 2.6 Can Ada Road SH-44 (State Street) SH-44 (State Street) Right 36 1 37 Left 52 0 52 Peds 0 0 0 In - Peak Hour: 04:45 PM 88 1 89 Right 57 0 57 Thru 680 6 686 Peds 0 0 0 In - Peak Hour: 05:00 PM 737 6 743 Left 31 2 33 Thru 492 12 504 Peds 0 0 0 In - Peak Hour: 04:15 PM 523 14 537 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Can Ada Rd Site Code : 00000000 Start Date : 7/12/2022 Page No : 7 Study: KITT0277 Intersection: Can Ada Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 1 Study: KITT0277 Intersection: Plummer Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Groups Printed- General Traffic - 3+ Axle Heavy Trucks Plummer Road From North SH-44 (State Street) From East Plummer Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 5 0 42 0 47 8 47 3 1 59 10 0 3 0 13 3 171 3 0 177 296 07:15 AM 5 1 43 0 49 14 61 7 0 82 12 1 3 0 16 4 184 5 0 193 340 07:30 AM 4 1 27 0 32 12 66 8 0 86 13 0 8 0 21 5 157 8 0 170 309 07:45 AM 3 1 35 0 39 19 77 9 0 105 11 3 3 0 17 3 168 6 0 177 338 Total 17 3 147 0 167 53 251 27 1 332 46 4 17 0 67 15 680 22 0 717 1283 08:00 AM 7 4 42 0 53 16 64 6 0 86 11 2 7 0 20 4 161 1 0 166 325 08:15 AM 4 4 50 0 58 10 94 8 0 112 12 1 6 0 19 3 144 7 0 154 343 08:30 AM 10 4 49 0 63 13 79 9 1 102 12 0 8 0 20 7 131 4 0 142 327 08:45 AM 9 3 42 0 54 24 79 10 0 113 13 4 5 0 22 5 152 5 3 165 354 Total 30 15 183 0 228 63 316 33 1 413 48 7 26 0 81 19 588 17 3 627 1349 04:00 PM 18 7 27 0 52 33 165 22 0 220 11 11 18 0 40 11 113 4 0 128 440 04:15 PM 7 6 32 0 45 38 187 13 0 238 13 11 8 0 32 7 97 9 0 113 428 04:30 PM 12 8 34 0 54 41 173 19 0 233 13 6 8 0 27 12 125 9 0 146 460 04:45 PM 10 8 18 0 36 44 172 16 0 232 19 12 12 0 43 8 93 12 1 114 425 Total 47 29 111 0 187 156 697 70 0 923 56 40 46 0 142 38 428 34 1 501 1753 05:00 PM 6 7 34 0 47 39 178 12 1 230 11 12 12 0 35 5 118 9 0 132 444 05:15 PM 6 5 33 0 44 28 165 13 0 206 10 7 13 0 30 4 112 7 0 123 403 05:30 PM 8 13 28 0 49 30 167 23 0 220 17 11 9 0 37 12 86 4 0 102 408 05:45 PM 5 9 28 0 42 46 178 14 0 238 16 18 10 0 44 10 96 4 0 110 434 Total 25 34 123 0 182 143 688 62 1 894 54 48 44 0 146 31 412 24 0 467 1689 Grand Total 119 81 564 0 [PHONE REDACTED] 192 3 2562 204 99 133 0 [PHONE REDACTED] 97 4 2312 6074 % 15.6 10.6 73.8 0 16.2 76.2 7.5 0.1 46.8 22.7 30.5 0 4.5 91.2 4.2 0.2 Total % 2 1.3 9.3 0 12.6 6.8 32.1 3.2 0 42.2 3.4 1.6 2.2 0 7.2 1.7 34.7 1.6 0.1 38.1 General Traffic 118 81 561 0 [PHONE REDACTED] 187 3 2518 202 98 132 0 [PHONE REDACTED] 97 4 2257 5967 % General Traffic 99.2 100 99.5 0 99.5 99.3 98.2 97.4 100 98.3 99 99 99.2 0 99.1 98.1 97.5 100 100 97.6 98.2 3+ Axle Heavy Trucks 1 0 3 0 4 3 36 5 0 44 2 1 1 0 4 2 53 0 0 55 107 % 3+ Axle Heavy Trucks 0.8 0 0.5 0 0.5 0.7 1.8 2.6 0 1.7 1 1 0.8 0 0.9 1.9 2.5 0 0 2.4 1.8 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 2 Study: KITT0277 Intersection: Plummer Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Plummer Road SH-44 (State Street) SH-44 (State Street) Plummer Road Right 118 1 119 Thru 81 0 81 Left 561 3 564 Peds 0 0 0 In Out Total [PHONE REDACTED] 4 4 8 611 1375 764 Right 412 3 415 Thru 1916 36 1952 Left 187 5 192 Peds 3 0 3 Out Total In 2818 2518 5336 58 44 102 2876 5438 2562 Left 132 1 133 Thru 98 1 99 Right 202 2 204 Peds 0 0 0 Out Total In 369 432 801 7 4 11 376 812 436 Left 97 0 97 Thru 2055 53 2108 Right 101 2 103 Peds 4 0 4 Total Out In 2166 2257 4423 38 55 93 2204 4516 2312 6/14/2022 07:00 AM 6/14/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 3 Study: KITT0277 Intersection: Plummer Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Plummer Road From North SH-44 (State Street) From East Plummer Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 7 4 42 0 53 16 64 6 0 86 11 2 7 0 20 4 161 1 0 166 325 08:15 AM 4 4 50 0 58 10 94 8 0 112 12 1 6 0 19 3 144 7 0 154 343 08:30 AM 10 4 49 0 63 13 79 9 1 102 12 0 8 0 20 7 131 4 0 142 327 08:45 AM 9 3 42 0 54 24 79 10 0 113 13 4 5 0 22 5 152 5 3 165 354 Total Volume 30 15 183 0 228 63 316 33 1 413 48 7 26 0 81 19 588 17 3 627 1349 % App. Total 13.2 6.6 80.3 0 15.3 76.5 8 0.2 59.3 8.6 32.1 0 3 93.8 2.7 0.5 PHF .750 .938 .915 .000 .905 .656 .840 .825 .250 .914 .923 .438 .813 .000 .920 .679 .913 .607 .250 .944 .953 General Traffic 30 15 182 0 227 62 306 32 1 401 48 7 26 0 81 18 570 17 3 608 1317 % General Traffic 100 100 99.5 0 99.6 98.4 96.8 97.0 100 97.1 100 100 100 0 100 94.7 96.9 100 100 97.0 97.6 3+ Axle Heavy Trucks 0 0 1 0 1 1 10 1 0 12 0 0 0 0 0 1 18 0 0 19 32 % 3+ Axle Heavy Trucks 0 0 0.5 0 0.4 1.6 3.2 3.0 0 2.9 0 0 0 0 0 5.3 3.1 0 0 3.0 2.4 Plummer Road SH-44 (State Street) SH-44 (State Street) Plummer Road Right 30 0 30 Thru 15 0 15 Left 182 1 183 Peds 0 0 0 In Out Total 86 227 313 1 1 2 87 315 228 Right 62 1 63 Thru 306 10 316 Left 32 1 33 Peds 1 0 1 Out Total In [PHONE REDACTED] 19 12 31 819 1232 413 Left 26 0 26 Thru 7 0 7 Right 48 0 48 Peds 0 0 0 Out Total In 65 81 146 2 0 2 67 148 81 Left 17 0 17 Thru 570 18 588 Right 18 1 19 Peds 3 0 3 Total Out In 362 608 970 10 19 29 372 999 627 Peak Hour Begins at 08:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 4 Study: KITT0277 Intersection: Plummer Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Plummer Road From North SH-44 (State Street) From East Plummer Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 08:00 AM 08:00 AM 07:00 AM +0 mins. 7 4 42 0 53 16 64 6 0 86 11 2 7 0 20 3 171 3 0 177 +15 mins. 4 4 50 0 58 10 94 8 0 112 12 1 6 0 19 4 184 5 0 193 +30 mins. 10 4 49 0 63 13 79 9 1 102 12 0 8 0 20 5 157 8 0 170 +45 mins. 9 3 42 0 54 24 79 10 0 113 13 4 5 0 22 3 168 6 0 177 Total Volume 30 15 183 0 228 63 316 33 1 413 48 7 26 0 81 15 680 22 0 717 % App. Total 13.2 6.6 80.3 0 15.3 76.5 8 0.2 59.3 8.6 32.1 0 2.1 94.8 3.1 0 PHF .750 .938 .915 .000 .905 .656 .840 .825 .250 .914 .923 .438 .813 .000 .920 .750 .924 .688 .000 .929 General Traffic 30 15 182 0 227 62 306 32 1 401 48 7 26 0 81 14 659 22 0 695 % General Traffic 100 100 99. 5 0 99.6 98. 4 96. 8 97 100 97.1 100 100 100 0 100 93. 3 96. 9 100 0 96.9 3+ Axle Heavy Trucks 0 0 1 0 1 1 10 1 0 12 0 0 0 0 0 1 21 0 0 22 % 3+ Axle Heavy Trucks 0 0 0.5 0 0.4 1.6 3.2 3 0 2.9 0 0 0 0 0 6.7 3.1 0 0 3.1 Plummer Road SH-44 (State Street) SH-44 (State Street) Plummer Road Right 30 0 30 Thru 15 0 15 Left 182 1 183 Peds 0 0 0 In - Peak Hour: 08:00 AM 227 1 228 Right 62 1 63 Thru 306 10 316 Left 32 1 33 Peds 1 0 1 In - Peak Hour: 08:00 AM 401 12 413 Left 26 0 26 Thru 7 0 7 Right 48 0 48 Peds 0 0 0 In - Peak Hour: 08:00 AM 81 0 81 Left 22 0 22 Thru 659 21 680 Right 14 1 15 Peds 0 0 0 In - Peak Hour: 07:00 AM 695 22 717 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 5 Study: KITT0277 Intersection: Plummer Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Plummer Road From North SH-44 (State Street) From East Plummer Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 7 6 32 0 45 38 187 13 0 238 13 11 8 0 32 7 97 9 0 113 428 04:30 PM 12 8 34 0 54 41 173 19 0 233 13 6 8 0 27 12 125 9 0 146 460 04:45 PM 10 8 18 0 36 44 172 16 0 232 19 12 12 0 43 8 93 12 1 114 425 05:00 PM 6 7 34 0 47 39 178 12 1 230 11 12 12 0 35 5 118 9 0 132 444 Total Volume 35 29 118 0 182 162 710 60 1 933 56 41 40 0 137 32 433 39 1 505 1757 % App. Total 19.2 15.9 64.8 0 17.4 76.1 6.4 0.1 40.9 29.9 29.2 0 6.3 85.7 7.7 0.2 PHF .729 .906 .868 .000 .843 .920 .949 .789 .250 .980 .737 .854 .833 .000 .797 .667 .866 .813 .250 .865 .955 General Traffic 34 29 117 0 180 162 704 60 1 927 54 40 40 0 134 32 429 39 1 501 1742 % General Traffic 97.1 100 99.2 0 98.9 100 99.2 100 100 99.4 96.4 97.6 100 0 97.8 100 99.1 100 100 99.2 99.1 3+ Axle Heavy Trucks 1 0 1 0 2 0 6 0 0 6 2 1 0 0 3 0 4 0 0 4 15 % 3+ Axle Heavy Trucks 2.9 0 0.8 0 1.1 0 0.8 0 0 0.6 3.6 2.4 0 0 2.2 0 0.9 0 0 0.8 0.9 Plummer Road SH-44 (State Street) SH-44 (State Street) Plummer Road Right 34 1 35 Thru 29 0 29 Left 117 1 118 Peds 0 0 0 In Out Total 241 180 421 1 2 3 242 424 182 Right 162 0 162 Thru 704 6 710 Left 60 0 60 Peds 1 0 1 Out Total In [PHONE REDACTED] 7 6 13 607 1540 933 Left 40 0 40 Thru 40 1 41 Right 54 2 56 Peds 0 0 0 Out Total In 121 134 255 0 3 3 121 258 137 Left 39 0 39 Thru 429 4 433 Right 32 0 32 Peds 1 0 1 Total Out In [PHONE REDACTED] 7 4 11 785 1290 505 Peak Hour Begins at 04:15 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 6 Study: KITT0277 Intersection: Plummer Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Plummer Road From North SH-44 (State Street) From East Plummer Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:15 PM 05:00 PM 04:30 PM +0 mins. 18 7 27 0 52 38 187 13 0 238 11 12 12 0 35 12 125 9 0 146 +15 mins. 7 6 32 0 45 41 173 19 0 233 10 7 13 0 30 8 93 12 1 114 +30 mins. 12 8 34 0 54 44 172 16 0 232 17 11 9 0 37 5 118 9 0 132 +45 mins. 10 8 18 0 36 39 178 12 1 230 16 18 10 0 44 4 112 7 0 123 Total Volume 47 29 111 0 187 162 710 60 1 933 54 48 44 0 146 29 448 37 1 515 % App. Total 25.1 15.5 59.4 0 17.4 76.1 6.4 0.1 37 32.9 30.1 0 5.6 87 7.2 0.2 PHF .653 .906 .816 .000 .866 .920 .949 .789 .250 .980 .794 .667 .846 .000 .830 .604 .896 .771 .250 .882 General Traffic 46 29 109 0 184 162 704 60 1 927 54 48 44 0 146 29 443 37 1 510 % General Traffic 97. 9 100 98. 2 0 98.4 100 99. 2 100 100 99.4 100 100 100 0 100 100 98. 9 100 100 99 3+ Axle Heavy Trucks 1 0 2 0 3 0 6 0 0 6 0 0 0 0 0 0 5 0 0 5 % 3+ Axle Heavy Trucks 2.1 0 1.8 0 1.6 0 0.8 0 0 0.6 0 0 0 0 0 0 1.1 0 0 1 Plummer Road SH-44 (State Street) SH-44 (State Street) Plummer Road Right 46 1 47 Thru 29 0 29 Left 109 2 111 Peds 0 0 0 In - Peak Hour: 04:00 PM 184 3 187 Right 162 0 162 Thru 704 6 710 Left 60 0 60 Peds 1 0 1 In - Peak Hour: 04:15 PM 927 6 933 Left 44 0 44 Thru 48 0 48 Right 54 0 54 Peds 0 0 0 In - Peak Hour: 05:00 PM 146 0 146 Left 37 0 37 Thru 443 5 448 Right 29 0 29 Peds 1 0 1 In - Peak Hour: 04:30 PM 510 5 515 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Plummer Rd Site Code : 00000000 Start Date : 6/14/2022 Page No : 7 Study: KITT0277 Intersection: Plummer Rd / SH-44 City, State: Star, Idaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 1 Study: KITT0277 Intersection: Star Rd / SH-44 City, State: Star, Idaho Control: Signalized Groups Printed- General Traffic - 3+ Axle Heavy Trucks Star Road From North SH-44 (State Street) From East Star Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 6 37 31 0 74 4 45 20 1 70 17 30 31 0 78 54 112 7 0 173 395 07:15 AM 5 40 32 0 77 2 57 20 0 79 15 17 28 0 60 50 117 14 0 181 397 07:30 AM 5 44 22 0 71 2 51 29 0 82 26 17 31 0 74 43 117 10 3 173 400 07:45 AM 10 36 29 0 75 11 50 16 0 77 24 19 37 0 80 56 100 9 2 167 399 Total 26 157 114 0 297 19 203 85 1 308 82 83 127 0 292 203 446 40 5 694 1591 08:00 AM 8 54 21 0 83 9 50 18 1 78 31 17 33 0 81 51 105 13 2 171 413 08:15 AM 8 62 28 0 98 15 62 26 0 103 21 34 40 1 96 48 92 7 1 148 445 08:30 AM 9 52 38 0 99 7 64 21 1 93 20 15 49 0 84 57 114 5 0 176 452 08:45 AM 16 46 29 0 91 19 70 20 0 109 21 35 43 0 99 49 100 20 0 169 468 Total 41 214 116 0 371 50 246 85 2 383 93 101 165 1 360 205 411 45 3 664 1778 04:00 PM 14 40 17 0 71 12 147 38 0 197 33 39 55 2 129 36 89 13 5 143 540 04:15 PM 21 51 17 0 89 16 120 28 0 164 28 56 68 0 152 45 70 11 0 126 531 04:30 PM 16 38 19 0 73 16 123 24 0 163 11 57 70 1 139 48 95 28 0 171 546 04:45 PM 22 36 18 0 76 20 128 33 0 181 20 40 53 1 114 52 89 24 0 165 536 Total 73 165 71 0 309 64 518 123 0 705 92 192 246 4 534 181 343 76 5 605 2153 05:00 PM 20 23 15 0 58 16 151 26 0 193 26 56 64 1 147 47 93 19 0 159 557 05:15 PM 13 53 18 0 84 14 131 26 0 171 21 40 61 0 122 65 93 22 0 180 557 05:30 PM 17 50 18 0 85 18 138 26 0 182 15 44 52 0 111 35 86 20 0 141 519 05:45 PM 14 34 28 0 76 21 123 29 0 173 23 54 72 0 149 36 95 24 0 155 553 Total 64 160 79 0 303 69 543 107 0 719 85 194 249 1 529 183 367 85 0 635 2186 Grand Total 204 696 380 0 1280 202 1510 400 3 2115 352 570 787 6 1715 772 1567 246 13 2598 7708 % 15.9 54.4 29.7 0 9.6 71.4 18.9 0.1 20.5 33.2 45.9 0.3 29.7 60.3 9.5 0.5 Total % 2.6 9 4.9 0 16.6 2.6 19.6 5.2 0 27.4 4.6 7.4 10.2 0.1 22.2 10 20.3 3.2 0.2 33.7 General Traffic 200 678 377 0 1255 201 1467 386 3 2057 337 560 778 6 1681 753 1515 239 13 2520 7513 % General Traffic 98 97.4 99.2 0 98 99.5 97.2 96.5 100 97.3 95.7 98.2 98.9 100 98 97.5 96.7 97.2 100 97 97.5 3+ Axle Heavy Trucks 4 18 3 0 25 1 43 14 0 58 15 10 9 0 34 19 52 7 0 78 195 % 3+ Axle Heavy Trucks 2 2.6 0.8 0 2 0.5 2.8 3.5 0 2.7 4.3 1.8 1.1 0 2 2.5 3.3 2.8 0 3 2.5 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 2 Study: KITT0277 Intersection: Star Rd / SH-44 City, State: Star, Idaho Control: Signalized Star Road SH-44 (State Street) SH-44 (State Street) Star Road Right 200 4 204 Thru 678 18 696 Left 377 3 380 Peds 0 0 0 In Out Total 1000 1255 2255 18 25 43 1018 2298 1280 Right 201 1 202 Thru 1467 43 1510 Left 386 14 400 Peds 3 0 3 Out Total In 2229 2057 4286 70 58 128 2299 4414 2115 Left 778 9 787 Thru 560 10 570 Right 337 15 352 Peds 6 0 6 Out Total In 1817 1681 3498 51 34 85 1868 3583 1715 Left 239 7 246 Thru 1515 52 1567 Right 753 19 772 Peds 13 0 13 Total Out In 2445 2520 4965 56 78 134 2501 5099 2598 7/12/2022 07:00 AM 7/12/2022 05:45 PM General Traffic 3+ Axle Heavy Trucks North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 3 Study: KITT0277 Intersection: Star Rd / SH-44 City, State: Star, Idaho Control: Signalized Star Road From North SH-44 (State Street) From East Star Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 8 54 21 0 83 9 50 18 1 78 31 17 33 0 81 51 105 13 2 171 413 08:15 AM 8 62 28 0 98 15 62 26 0 103 21 34 40 1 96 48 92 7 1 148 445 08:30 AM 9 52 38 0 99 7 64 21 1 93 20 15 49 0 84 57 114 5 0 176 452 08:45 AM 16 46 29 0 91 19 70 20 0 109 21 35 43 0 99 49 100 20 0 169 468 Total Volume 41 214 116 0 371 50 246 85 2 383 93 101 165 1 360 205 411 45 3 664 1778 % App. Total 11.1 57.7 31.3 0 13.1 64.2 22.2 0.5 25.8 28.1 45.8 0.3 30.9 61.9 6.8 0.5 PHF .641 .863 .763 .000 .937 .658 .879 .817 .500 .878 .750 .721 .842 .250 .909 .899 .901 .563 .375 .943 .950 General Traffic 39 208 116 0 363 50 227 78 2 357 85 96 162 1 344 200 385 43 3 631 1695 % General Traffic 95.1 97.2 100 0 97.8 100 92.3 91.8 100 93.2 91.4 95.0 98.2 100 95.6 97.6 93.7 95.6 100 95.0 95.3 3+ Axle Heavy Trucks 2 6 0 0 8 0 19 7 0 26 8 5 3 0 16 5 26 2 0 33 83 % 3+ Axle Heavy Trucks 4.9 2.8 0 0 2.2 0 7.7 8.2 0 6.8 8.6 5.0 1.8 0 4.4 2.4 6.3 4.4 0 5.0 4.7 Star Road SH-44 (State Street) SH-44 (State Street) Star Road Right 39 2 41 Thru 208 6 214 Left 116 0 116 Peds 0 0 0 In Out Total 189 363 552 7 8 15 196 567 371 Right 50 0 50 Thru 227 19 246 Left 78 7 85 Peds 2 0 2 Out Total In 586 357 943 34 26 60 620 1003 383 Left 162 3 165 Thru 96 5 101 Right 85 8 93 Peds 1 0 1 Out Total In 486 344 830 18 16 34 504 864 360 Left 43 2 45 Thru 385 26 411 Right 200 5 205 Peds 3 0 3 Total Out In [PHONE REDACTED] 24 33 57 452 1116 664 Peak Hour Begins at 08:00 AM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 4 Study: KITT0277 Intersection: Star Rd / SH-44 City, State: Star, Idaho Control: Signalized Star Road From North SH-44 (State Street) From East Star Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 08:00 AM 08:00 AM 07:00 AM +0 mins. 8 54 21 0 83 9 50 18 1 78 31 17 33 0 81 54 112 7 0 173 +15 mins. 8 62 28 0 98 15 62 26 0 103 21 34 40 1 96 50 117 14 0 181 +30 mins. 9 52 38 0 99 7 64 21 1 93 20 15 49 0 84 43 117 10 3 173 +45 mins. 16 46 29 0 91 19 70 20 0 109 21 35 43 0 99 56 100 9 2 167 Total Volume 41 214 116 0 371 50 246 85 2 383 93 101 165 1 360 203 446 40 5 694 % App. Total 11.1 57.7 31.3 0 13.1 64.2 22.2 0.5 25.8 28.1 45.8 0.3 29.3 64.3 5.8 0.7 PHF .641 .863 .763 .000 .937 .658 .879 .817 .500 .878 .750 .721 .842 .250 .909 .906 .953 .714 .417 .959 General Traffic 39 208 116 0 363 50 227 78 2 357 85 96 162 1 344 197 436 36 5 674 % General Traffic 95. 1 97. 2 100 0 97.8 100 92. 3 91. 8 100 93.2 91. 4 95 98. 2 100 95.6 97 97. 8 90 100 97.1 3+ Axle Heavy Trucks 2 6 0 0 8 0 19 7 0 26 8 5 3 0 16 6 10 4 0 20 % 3+ Axle Heavy Trucks 4.9 2.8 0 0 2.2 0 7.7 8.2 0 6.8 8.6 5 1.8 0 4.4 3 2.2 10 0 2.9 Star Road SH-44 (State Street) SH-44 (State Street) Star Road Right 39 2 41 Thru 208 6 214 Left 116 0 116 Peds 0 0 0 In - Peak Hour: 08:00 AM 363 8 371 Right 50 0 50 Thru 227 19 246 Left 78 7 85 Peds 2 0 2 In - Peak Hour: 08:00 AM 357 26 383 Left 162 3 165 Thru 96 5 101 Right 85 8 93 Peds 1 0 1 In - Peak Hour: 08:00 AM 344 16 360 Left 36 4 40 Thru 436 10 446 Right 197 6 203 Peds 5 0 5 In - Peak Hour: 07:00 AM 674 20 694 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 5 Study: KITT0277 Intersection: Star Rd / SH-44 City, State: Star, Idaho Control: Signalized Star Road From North SH-44 (State Street) From East Star Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 16 38 19 0 73 16 123 24 0 163 11 57 70 1 139 48 95 28 0 171 546 04:45 PM 22 36 18 0 76 20 128 33 0 181 20 40 53 1 114 52 89 24 0 165 536 05:00 PM 20 23 15 0 58 16 151 26 0 193 26 56 64 1 147 47 93 19 0 159 557 05:15 PM 13 53 18 0 84 14 131 26 0 171 21 40 61 0 122 65 93 22 0 180 557 Total Volume 71 150 70 0 291 66 533 109 0 708 78 193 248 3 522 212 370 93 0 675 2196 % App. Total 24.4 51.5 24.1 0 9.3 75.3 15.4 0 14.9 37 47.5 0.6 31.4 54.8 13.8 0 PHF .807 .708 .921 .000 .866 .825 .882 .826 .000 .917 .750 .846 .886 .750 .888 .815 .974 .830 .000 .938 .986 General Traffic 70 146 68 0 284 66 527 107 0 700 78 193 248 3 522 209 367 92 0 668 2174 % General Traffic 98.6 97.3 97.1 0 97.6 100 98.9 98.2 0 98.9 100 100 100 100 100 98.6 99.2 98.9 0 99.0 99.0 3+ Axle Heavy Trucks 1 4 2 0 7 0 6 2 0 8 0 0 0 0 0 3 3 1 0 7 22 % 3+ Axle Heavy Trucks 1.4 2.7 2.9 0 2.4 0 1.1 1.8 0 1.1 0 0 0 0 0 1.4 0.8 1.1 0 1.0 1.0 Star Road SH-44 (State Street) SH-44 (State Street) Star Road Right 70 1 71 Thru 146 4 150 Left 68 2 70 Peds 0 0 0 In Out Total 351 284 635 1 7 8 352 643 291 Right 66 0 66 Thru 527 6 533 Left 107 2 109 Peds 0 0 0 Out Total In [PHONE REDACTED] 5 8 13 518 1226 708 Left 248 0 248 Thru 193 0 193 Right 78 0 78 Peds 3 0 3 Out Total In 462 522 984 9 0 9 471 993 522 Left 92 1 93 Thru 367 3 370 Right 209 3 212 Peds 0 0 0 Total Out In [PHONE REDACTED] 7 7 14 852 1527 675 Peak Hour Begins at 04:30 PM General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 6 Study: KITT0277 Intersection: Star Rd / SH-44 City, State: Star, Idaho Control: Signalized Star Road From North SH-44 (State Street) From East Star Road From South SH-44 (State Street) From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:45 PM 04:15 PM 04:30 PM +0 mins. 14 40 17 0 71 20 128 33 0 181 28 56 68 0 152 48 95 28 0 171 +15 mins. 21 51 17 0 89 16 151 26 0 193 11 57 70 1 139 52 89 24 0 165 +30 mins. 16 38 19 0 73 14 131 26 0 171 20 40 53 1 114 47 93 19 0 159 +45 mins. 22 36 18 0 76 18 138 26 0 182 26 56 64 1 147 65 93 22 0 180 Total Volume 73 165 71 0 309 68 548 111 0 727 85 209 255 3 552 212 370 93 0 675 % App. Total 23.6 53.4 23 0 9.4 75.4 15.3 0 15.4 37.9 46.2 0.5 31.4 54.8 13.8 0 PHF .830 .809 .934 .000 .868 .850 .907 .841 .000 .942 .759 .917 .911 .750 .908 .815 .974 .830 .000 .938 General Traffic 73 162 69 0 304 68 542 110 0 720 85 208 255 3 551 209 367 92 0 668 % General Traffic 100 98. 2 97. 2 0 98.4 100 98. 9 99. 1 0 99 100 99. 5 100 100 99.8 98. 6 99. 2 98. 9 0 99 3+ Axle Heavy Trucks 0 3 2 0 5 0 6 1 0 7 0 1 0 0 1 3 3 1 0 7 % 3+ Axle Heavy Trucks 0 1.8 2.8 0 1.6 0 1.1 0.9 0 1 0 0.5 0 0 0.2 1.4 0.8 1.1 0 1 Star Road SH-44 (State Street) SH-44 (State Street) Star Road Right 73 0 73 Thru 162 3 165 Left 69 2 71 Peds 0 0 0 In - Peak Hour: 04:00 PM 304 5 309 Right 68 0 68 Thru 542 6 548 Left 110 1 111 Peds 0 0 0 In - Peak Hour: 04:45 PM 720 7 727 Left 255 0 255 Thru 208 1 209 Right 85 0 85 Peds 3 0 3 In - Peak Hour: 04:15 PM 551 1 552 Left 92 1 93 Thru 367 3 370 Right 209 3 212 Peds 0 0 0 In - Peak Hour: 04:30 PM 668 7 675 General Traffic 3+ Axle Heavy Trucks Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- File Name : SH-44 & Star Rd-2 Site Code : 00000000 Start Date : 7/12/2022 Page No : 7 Study: KITT0277 Intersection: Star Rd / SH-44 City, State: Star, Idaho Control: Signalized Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 ---PAGE BREAK--- Appendix D Year 2022 Existing Traffic Operation Worksheets ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 7.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 61 24 3 2 1 Future Vol, veh/h 2 61 24 3 2 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 77 77 68 68 50 50 Heavy Vehicles, % 0 0 4 0 0 0 Mvmt Flow 3 79 35 4 4 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 79 5 6 0 - 0 Stage 1 5 - - - - - Stage 2 74 - - - - - Critical Hdwy 6.4 6.2 4.14 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.236 - - - Pot Cap-1 Maneuver 929 1084 1602 - - - Stage 1 1023 - - - - - Stage 2 954 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 909 1084 1602 - - - Mov Cap-2 Maneuver 909 - - - - - Stage 1 1000 - - - - - Stage 2 954 - - - - - Approach EB NB SB HCM Control Delay, s 8.6 6.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1602 - 1077 - - HCM Lane V/C Ratio 0.022 - 0.076 - - HCM Control Delay 7.3 0 8.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 46 17 247 664 1 Future Vol, veh/h 2 46 17 247 664 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 77 77 76 76 Heavy Vehicles, % 0 0 0 3 3 100 Mvmt Flow 2 50 22 321 874 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1240 875 875 0 - 0 Stage 1 875 - - - - - Stage 2 365 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 195 351 780 - - - Stage 1 411 - - - - - Stage 2 707 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 190 351 780 - - - Mov Cap-2 Maneuver 190 - - - - - Stage 1 399 - - - - - Stage 2 707 - - - - - Approach EB NB SB HCM Control Delay, s 17.5 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 780 - 339 - - HCM Lane V/C Ratio 0.028 - 0.154 - - HCM Control Delay 9.8 - 17.5 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.1 - 0.5 - - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 8 1 29 6 1 62 Future Vol, veh/h 8 1 29 6 1 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 56 56 67 67 66 66 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 14 2 43 9 2 94 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 146 48 0 0 52 0 Stage 1 48 - - - - - Stage 2 98 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 851 1027 - - 1567 - Stage 1 980 - - - - - Stage 2 931 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 850 1027 - - 1567 - Mov Cap-2 Maneuver 850 - - - - - Stage 1 980 - - - - - Stage 2 930 - - - - - Approach WB NB SB HCM Control Delay, s 9.2 0 0.1 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 867 1567 - HCM Lane V/C Ratio - - 0.019 0.001 - HCM Control Delay - - 9.2 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 6th AWSC 2022 Existing Conditions AM Peak Hour 107: Can Ada Road & New Hope Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 4 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 26 6 26 5 4 2 22 26 42 38 4 Future Vol, veh/h 4 26 6 26 5 4 2 22 26 42 38 4 Peak Hour Factor 0.75 0.75 0.75 0.80 0.80 0.80 0.81 0.81 0.81 0.84 0.84 0.84 Heavy Vehicles, % 0 4 0 46 20 0 23 0 0 0 0 0 Mvmt Flow 5 35 8 33 6 5 2 27 32 50 45 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8.5 7.7 7.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 11% 74% 50% Vol Thru, % 44% 72% 14% 45% Vol Right, % 52% 17% 11% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 50 36 35 84 LT Vol 2 4 26 42 Through Vol 22 26 5 38 RT Vol 26 6 4 4 Lane Flow Rate 62 48 44 100 Geometry Grp 1 1 1 1 Degree of Util 0.072 0.057 0.062 0.116 Departure Headway (Hd) 4.224 4.242 5.082 4.179 Convergence, Y/N Yes Yes Yes Yes Cap 834 850 696 845 Service Time 2.321 2.242 3.181 2.266 HCM Lane V/C Ratio 0.074 0.056 0.063 0.118 HCM Control Delay 7.7 7.5 8.5 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0.2 0.2 0.4 ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 108: Wing Road & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 125 40 15 31 5 Future Vol, veh/h 3 125 40 15 31 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 87 87 63 65 79 79 Heavy Vehicles, % 0 3 8 0 3 0 Mvmt Flow 3 144 63 23 39 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 86 0 - 0 225 75 Stage 1 - - - - 75 - Stage 2 - - - - 150 - Critical Hdwy 4.1 - - - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.3 Pot Cap-1 Maneuver 1523 - - - 761 992 Stage 1 - - - - 945 - Stage 2 - - - - 875 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1523 - - - 759 992 Mov Cap-2 Maneuver - - - - 759 - Stage 1 - - - - 943 - Stage 2 - - - - 875 - Approach EB WB SB HCM Control Delay, s 0.2 0 9.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1523 - - - 785 HCM Lane V/C Ratio 0.002 - - - 0.058 HCM Control Delay 7.4 - - - 9.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.2 ---PAGE BREAK--- Queues 2022 Existing Conditions AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 11 124 115 63 40 45 64 279 145 178 642 5 v/c Ratio 0.05 0.55 0.35 0.23 0.13 0.10 0.22 0.37 0.20 0.31 0.75 0.01 Control Delay 31.2 56.3 5.3 33.7 36.6 0.4 13.5 25.0 4.8 12.4 32.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.2 56.3 5.3 33.7 36.6 0.4 13.5 25.0 4.8 12.4 32.7 0.0 Queue Length 50th (ft) 6 85 0 35 22 0 18 132 0 53 380 0 Queue Length 95th (ft) 17 125 0 63 52 0 37 202 27 99 #631 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 411 482 530 362 382 528 519 886 827 699 852 827 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.26 0.22 0.17 0.10 0.09 0.12 0.31 0.18 0.25 0.75 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2022 Existing Conditions AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 93 86 50 32 36 50 218 113 153 552 4 Future Volume (vph) 8 93 86 50 32 36 50 218 113 153 552 4 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 1485 1710 1800 1530 1693 1731 1530 Flt Permitted 0.73 1.00 1.00 0.50 1.00 1.00 0.24 1.00 1.00 0.50 1.00 1.00 Satd. Flow (perm) 1316 1782 1530 870 1374 1485 433 1800 1530 888 1731 1530 Peak-hour factor, PHF 0.75 0.75 0.75 0.80 0.80 0.80 0.78 0.78 0.78 0.86 0.86 0.86 Adj. Flow (vph) 11 124 115 62 40 45 64 279 145 178 642 5 RTOR Reduction (vph) 0 0 97 0 0 36 0 0 85 0 0 3 Lane Group Flow (vph) 11 124 18 63 40 9 64 279 60 178 642 2 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 18.6 17.5 17.5 30.4 23.4 23.4 52.6 47.5 47.5 62.2 52.3 52.3 Effective Green, g 18.6 17.5 17.5 30.4 23.4 23.4 52.6 47.5 47.5 62.2 52.3 52.3 Actuated g/C Ratio 0.16 0.15 0.15 0.27 0.21 0.21 0.46 0.42 0.42 0.55 0.46 0.46 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 218 273 235 279 282 305 257 750 638 554 794 702 v/s Ratio Prot 0.00 c0.07 0.01 c0.01 0.03 0.01 0.01 0.15 0.04 c0.03 c0.37 0.00 v/s Ratio Perm 0.01 0.05 0.10 0.15 v/c Ratio 0.05 0.45 0.08 0.23 0.14 0.03 0.25 0.37 0.09 0.32 0.81 0.00 Uniform Delay, d1 40.1 43.9 41.3 32.0 37.0 36.2 19.1 22.9 20.2 13.4 26.5 16.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 1.2 0.1 0.2 0.2 0.0 0.2 0.7 0.1 0.1 6.9 0.0 Delay 40.2 45.1 41.4 32.1 37.3 36.2 19.3 23.6 20.3 13.6 33.4 16.7 Level of Service D D D C D D B C C B C B Approach Delay 43.2 34.8 22.0 29.0 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 29.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length 113.9 Sum of lost time 32.0 Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2022 Existing Conditions AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 93 86 50 32 36 50 218 113 153 552 4 Future Volume (veh/h) 8 93 86 50 32 36 50 218 113 153 552 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 11 124 115 62 40 45 64 279 145 178 642 5 Peak Hour Factor 0.75 0.75 0.75 0.80 0.80 0.80 0.78 0.78 0.78 0.86 0.86 0.86 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 254 201 172 206 196 214 246 718 608 504 764 668 Arrive On Green 0.01 0.11 0.11 0.04 0.14 0.14 0.04 0.40 0.40 0.08 0.44 0.44 Sat Flow, veh/h 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Grp Volume(v), veh/h 11 124 115 62 40 45 64 279 145 178 642 5 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Q Serve(g_s), s 0.5 5.9 6.4 2.9 2.3 2.4 1.9 9.8 5.6 5.4 29.1 0.2 Cycle Q Clear(g_c), s 0.5 5.9 6.4 2.9 2.3 2.4 1.9 9.8 5.6 5.4 29.1 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 254 201 172 206 196 214 246 718 608 504 764 668 V/C Ratio(X) 0.04 0.62 0.67 0.30 0.20 0.21 0.26 0.39 0.24 0.35 0.84 0.01 Avail Cap(c_a), veh/h 579 563 481 470 430 [PHONE REDACTED] [PHONE REDACTED] 876 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 34.1 37.6 37.8 33.0 33.6 33.6 18.3 19.0 17.7 13.9 22.2 14.1 Incr Delay (d2), s/veh 0.0 3.1 4.5 0.3 0.5 0.5 0.2 0.7 0.4 0.2 6.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 2.7 2.6 1.2 0.8 0.9 0.7 4.1 2.0 2.0 12.6 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 34.2 40.6 42.3 33.3 34.1 34.1 18.5 19.7 18.2 14.1 29.1 14.1 LOS C D D C C C B B B B C B Approach Vol, veh/h 250 147 488 825 Approach Delay, s/veh 41.1 33.7 19.1 25.8 Approach LOS D C B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 19.7 13.0 47.9 10.9 17.0 16.5 44.4 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 18.0 28.0 21.0 51.0 18.0 28.0 21.0 51.0 Max Q Clear Time (g_c+I1), s 2.5 4.4 3.9 31.1 4.9 8.4 7.4 11.8 Green Ext Time s 0.0 0.3 0.1 7.8 0.0 1.0 0.2 4.9 Intersection Summary HCM 6th Ctrl Delay 26.8 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 9 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 358 7 5 99 5 7 Future Vol, veh/h 358 7 5 99 5 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 79 79 43 43 Heavy Vehicles, % 1 0 0 0 0 14 Mvmt Flow 402 8 6 125 12 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 410 0 543 406 Stage 1 - - - - 406 - Stage 2 - - - - 137 - Critical Hdwy - - 4.1 - 6.4 6.34 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.426 Pot Cap-1 Maneuver - - 1160 - 504 620 Stage 1 - - - - 677 - Stage 2 - - - - 895 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1160 - 501 620 Mov Cap-2 Maneuver - - - - 501 - Stage 1 - - - - 677 - Stage 2 - - - - 890 - Approach EB WB NB HCM Control Delay, s 0 0.4 11.7 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 564 - - 1160 - HCM Lane V/C Ratio 0.049 - - 0.005 - HCM Control Delay 11.7 - - 8.1 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 10 Intersection Int Delay, s/veh 5.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 69 83 113 28 64 89 Future Vol, veh/h 69 83 113 28 64 89 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 80 80 85 85 Heavy Vehicles, % 3 1 4 0 3 2 Mvmt Flow 76 91 141 35 75 105 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 167 0 439 122 Stage 1 - - - - 122 - Stage 2 - - - - 317 - Critical Hdwy - - 4.14 - 6.43 6.22 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.236 - 3.527 3.318 Pot Cap-1 Maneuver - - 1399 - 573 929 Stage 1 - - - - 901 - Stage 2 - - - - 736 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1399 - 515 929 Mov Cap-2 Maneuver - - - - 515 - Stage 1 - - - - 901 - Stage 2 - - - - 662 - Approach EB WB NB HCM Control Delay, s 0 6.3 11 HCM LOS B Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 515 929 - - 1399 - HCM Lane V/C Ratio 0.146 0.113 - - 0.101 - HCM Control Delay 13.2 9.4 - - 7.9 - HCM Lane LOS B A - - A - HCM 95th %tile Q(veh) 0.5 0.4 - - 0.3 - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 11 Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 74 121 15 34 34 23 Future Vol, veh/h 74 121 15 34 34 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 82 82 66 66 Heavy Vehicles, % 3 0 7 6 3 0 Mvmt Flow 79 129 18 41 52 35 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 208 0 221 144 Stage 1 - - - - 144 - Stage 2 - - - - 77 - Critical Hdwy - - 4.17 - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.263 - 3.527 3.3 Pot Cap-1 Maneuver - - 1334 - 765 909 Stage 1 - - - - 881 - Stage 2 - - - - 943 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1334 - 754 909 Mov Cap-2 Maneuver - - - - 754 - Stage 1 - - - - 881 - Stage 2 - - - - 930 - Approach EB WB NB HCM Control Delay, s 0 2.4 10 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 810 - - 1334 - HCM Lane V/C Ratio 0.107 - - 0.014 - HCM Control Delay 10 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0 - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 115: Pollard Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 12 Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 34 28 52 43 25 29 Future Vol, veh/h 34 28 52 43 25 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 74 74 91 91 79 79 Heavy Vehicles, % 12 4 0 2 4 0 Mvmt Flow 46 38 57 47 32 37 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 182 81 0 0 104 0 Stage 1 81 - - - - - Stage 2 101 - - - - - Critical Hdwy 6.52 6.24 - - 4.14 - Critical Hdwy Stg 1 5.52 - - - - - Critical Hdwy Stg 2 5.52 - - - - - Follow-up Hdwy 3.608 3.336 - - 2.236 - Pot Cap-1 Maneuver 785 973 - - 1475 - Stage 1 917 - - - - - Stage 2 899 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 768 973 - - 1475 - Mov Cap-2 Maneuver 768 - - - - - Stage 1 917 - - - - - Stage 2 879 - - - - - Approach WB NB SB HCM Control Delay, s 9.7 0 3.5 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 849 1475 - HCM Lane V/C Ratio - - 0.099 0.021 - HCM Control Delay - - 9.7 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.3 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 116: Palmer Lane & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 13 Intersection Int Delay, s/veh 6.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 92 73 17 18 1 Future Vol, veh/h 3 92 73 17 18 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 80 80 75 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 108 91 21 24 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 228 25 25 0 - 0 Stage 1 25 - - - - - Stage 2 203 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 760 1051 1589 - - - Stage 1 998 - - - - - Stage 2 831 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 716 1051 1589 - - - Mov Cap-2 Maneuver 716 - - - - - Stage 1 940 - - - - - Stage 2 831 - - - - - Approach EB NB SB HCM Control Delay, s 8.9 6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1589 - 1036 - - HCM Lane V/C Ratio 0.057 - 0.108 - - HCM Control Delay 7.4 0 8.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.2 - 0.4 - - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 14 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 35 636 266 29 46 38 Future Vol, veh/h 35 636 266 29 46 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 93 93 81 81 Heavy Vehicles, % 29 3 4 3 0 13 Mvmt Flow 37 677 286 31 57 47 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 317 0 - 0 1053 302 Stage 1 - - - - 302 - Stage 2 - - - - 751 - Critical Hdwy 4.39 - - - 6.4 6.33 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.461 - - - 3.5 3.417 Pot Cap-1 Maneuver 1105 - - - 253 713 Stage 1 - - - - 755 - Stage 2 - - - - 470 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1105 - - - 239 713 Mov Cap-2 Maneuver - - - - 239 - Stage 1 - - - - 714 - Stage 2 - - - - 470 - Approach EB WB SB HCM Control Delay, s 0.4 0 20 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1105 - - - 342 HCM Lane V/C Ratio 0.034 - - - 0.303 HCM Control Delay 8.4 0 - - 20 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.1 - - - 1.3 ---PAGE BREAK--- Queues 2022 Existing Conditions AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 48 437 218 97 280 97 181 111 102 123 272 v/c Ratio 0.09 0.59 0.30 0.25 0.34 0.12 0.70 0.33 0.27 0.33 0.86 Control Delay 14.5 32.3 12.4 15.2 23.2 2.3 46.9 46.0 6.6 32.4 73.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 32.3 12.4 15.2 23.2 2.3 46.9 46.0 6.6 32.4 73.6 Queue Length 50th (ft) 17 271 48 36 145 0 108 77 0 71 211 Queue Length 95th (ft) 39 428 117 68 229 19 176 140 35 122 #324 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 624 744 725 429 818 812 277 404 423 419 405 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.59 0.30 0.23 0.34 0.12 0.65 0.27 0.24 0.29 0.67 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2022 Existing Conditions AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 45 411 205 85 246 85 165 101 93 116 214 41 Future Volume (vph) 45 411 205 85 246 85 165 101 93 116 214 41 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1644 1698 1500 1583 1667 1530 1676 1714 1404 1710 1700 Flt Permitted 0.58 1.00 1.00 0.33 1.00 1.00 0.25 1.00 1.00 0.69 1.00 Satd. Flow (perm) 1005 1698 1500 549 1667 1530 442 1714 1404 1234 1700 Peak-hour factor, PHF 0.94 0.94 0.94 0.88 0.88 0.88 0.91 0.91 0.91 0.94 0.94 0.94 Adj. Flow (vph) 48 437 218 97 280 97 181 111 102 123 228 44 RTOR Reduction (vph) 0 0 67 0 0 50 0 0 82 0 6 0 Lane Group Flow (vph) 48 437 151 97 280 47 181 111 20 123 266 0 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Perm pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 7 4 Permitted Phases 6 2 8 8 4 Actuated Green, G 60.8 55.7 55.7 71.2 60.9 60.9 37.2 24.7 24.7 33.2 22.7 Effective Green, g 60.8 55.7 55.7 71.2 60.9 60.9 37.2 24.7 24.7 33.2 22.7 Actuated g/C Ratio 0.49 0.44 0.44 0.57 0.49 0.49 0.30 0.20 0.20 0.27 0.18 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 514 755 667 397 810 744 254 338 276 367 308 v/s Ratio Prot 0.00 c0.26 0.10 c0.02 c0.17 0.03 c0.07 0.06 0.03 c0.16 v/s Ratio Perm 0.04 0.12 0.14 0.01 0.06 v/c Ratio 0.09 0.58 0.23 0.24 0.35 0.06 0.71 0.33 0.07 0.34 0.86 Uniform Delay, d1 17.1 26.0 21.4 14.5 19.8 17.0 35.6 43.1 40.9 36.4 49.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 3.2 0.8 0.1 0.2 0.0 7.6 0.2 0.0 0.2 20.8 Delay 17.1 29.2 22.2 14.6 20.0 17.1 43.3 43.3 41.0 36.6 70.6 Level of Service B C C B C B D D D D E Approach Delay 26.2 18.3 42.7 60.0 Approach LOS C B D E Intersection Summary HCM 2000 Control Delay 34.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 125.2 Sum of lost time 24.0 Intersection Capacity Utilization 72.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2022 Existing Conditions AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 411 205 85 246 85 165 101 93 116 214 41 Future Volume (veh/h) 45 411 205 85 246 85 165 101 93 116 214 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 48 437 218 97 280 97 181 111 102 123 228 44 Peak Hour Factor 0.94 0.94 0.94 0.88 0.88 0.88 0.91 0.91 0.91 0.94 0.94 0.94 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 488 797 697 346 806 728 262 360 295 372 256 49 Arrive On Green 0.03 0.46 0.46 0.05 0.48 0.48 0.10 0.21 0.21 0.07 0.18 0.18 Sat Flow, veh/h 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 1432 276 Grp Volume(v), veh/h 48 437 218 97 280 97 181 111 102 123 0 272 Grp Sat Flow(s),veh/h/ln 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 0 1708 Q Serve(g_s), s 1.7 21.3 10.6 3.6 12.1 4.1 10.0 6.3 7.1 6.7 0.0 18.1 Cycle Q Clear(g_c), s 1.7 21.3 10.6 3.6 12.1 4.1 10.0 6.3 7.1 6.7 0.0 18.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 488 797 697 346 806 728 262 360 295 372 0 305 V/C Ratio(X) 0.10 0.55 0.31 0.28 0.35 0.13 0.69 0.31 0.35 0.33 0.00 0.89 Avail Cap(c_a), veh/h 632 797 697 464 806 728 291 431 354 451 0 426 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 15.6 22.4 19.5 17.0 19.0 16.9 35.2 39.0 39.3 35.0 0.0 46.7 Incr Delay (d2), s/veh 0.0 2.7 1.2 0.2 0.2 0.1 4.5 0.2 0.3 0.2 0.0 12.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 9.0 3.9 1.3 4.7 1.5 4.4 2.7 2.5 2.8 0.0 8.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 15.6 25.1 20.7 17.2 19.2 17.0 39.8 39.1 39.5 35.2 0.0 59.5 LOS B C C B B B D D D D A E Approach Vol, veh/h 703 474 394 395 Approach Delay, s/veh 23.1 18.3 39.5 51.9 Approach LOS C B D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.9 61.5 18.0 26.8 11.5 60.0 14.6 30.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 54.0 14.0 29.0 14.0 54.0 14.0 29.0 Max Q Clear Time (g_c+I1), s 3.7 14.1 12.0 20.1 5.6 23.3 8.7 9.1 Green Ext Time s 0.0 1.7 0.1 0.7 0.1 3.0 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 31.0 HCM 6th LOS C ---PAGE BREAK--- Queues 2022 Existing Conditions AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 18 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 18 626 20 36 347 69 28 8 52 250 v/c Ratio 0.03 0.75 0.03 0.11 0.39 0.09 0.08 0.02 0.11 0.68 Control Delay 8.5 25.4 0.1 8.7 14.4 3.8 29.0 28.6 3.4 39.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.5 25.4 0.1 8.7 14.4 3.8 29.0 28.6 3.4 39.9 Queue Length 50th (ft) 3 262 0 7 78 0 11 3 0 116 Queue Length 95th (ft) 15 525 0 24 232 23 41 17 14 265 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 628 1358 1148 417 1365 1187 675 991 878 739 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.46 0.02 0.09 0.25 0.06 0.04 0.01 0.06 0.34 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2022 Existing Conditions AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 17 588 19 33 316 63 26 7 48 183 15 30 Future Volume (vph) 17 588 19 33 316 63 26 7 48 183 15 30 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 1710 1748 1457 1660 1748 1500 1710 1800 1530 1686 Flt Permitted 0.53 1.00 1.00 0.23 1.00 1.00 0.68 1.00 1.00 0.76 Satd. Flow (perm) 952 1748 1457 409 1748 1500 1226 1800 1530 1338 Peak-hour factor, PHF 0.94 0.94 0.94 0.91 0.91 0.91 0.92 0.92 0.92 0.91 0.91 0.91 Adj. Flow (vph) 18 626 20 36 347 69 28 8 52 201 16 33 RTOR Reduction (vph) 0 0 10 0 0 34 0 0 38 0 4 0 Lane Group Flow (vph) 18 626 10 36 347 35 28 8 14 0 246 0 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 40.3 38.6 38.6 44.1 40.5 40.5 21.4 21.4 21.4 21.4 Effective Green, g 40.3 38.6 38.6 44.1 40.5 40.5 21.4 21.4 21.4 21.4 Actuated g/C Ratio 0.50 0.48 0.48 0.55 0.50 0.50 0.27 0.27 0.27 0.27 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 491 837 697 279 878 753 325 477 406 355 v/s Ratio Prot 0.00 c0.36 c0.01 0.20 0.00 v/s Ratio Perm 0.02 0.01 0.06 0.02 0.02 0.01 c0.18 v/c Ratio 0.04 0.75 0.01 0.13 0.40 0.05 0.09 0.02 0.03 0.69 Uniform Delay, d1 10.2 17.0 11.0 10.6 12.4 10.2 22.2 21.8 21.9 26.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 3.9 0.0 0.2 0.4 0.0 0.1 0.0 0.0 5.3 Delay 10.2 21.0 11.0 10.8 12.8 10.2 22.3 21.8 22.0 31.9 Level of Service B C B B B B C C C C Approach Delay 20.4 12.3 22.1 31.9 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 20.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 80.6 Sum of lost time 17.0 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2022 Existing Conditions AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 588 19 33 316 63 26 7 48 183 15 30 Future Volume (veh/h) 17 588 19 33 316 63 26 7 48 183 15 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 18 626 20 36 347 69 28 8 52 201 16 33 Peak Hour Factor 0.94 0.94 0.94 0.91 0.91 0.91 0.92 0.92 0.92 0.91 0.91 0.91 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 496 805 672 305 833 712 440 401 340 355 23 41 Arrive On Green 0.02 0.46 0.46 0.04 0.47 0.47 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1714 1758 1466 1674 1758 1502 1378 1800 1525 1112 102 185 Grp Volume(v), veh/h 18 626 20 36 347 69 28 8 52 250 0 0 Grp Sat Flow(s),veh/h/ln 1714 1758 1466 1674 1758 1502 1378 1800 1525 1399 0 0 Q Serve(g_s), s 0.3 18.1 0.5 0.7 7.8 1.5 0.0 0.2 1.7 10.0 0.0 0.0 Cycle Q Clear(g_c), s 0.3 18.1 0.5 0.7 7.8 1.5 0.9 0.2 1.7 10.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.13 Lane Grp Cap(c), veh/h 496 805 672 305 833 712 440 401 340 419 0 0 V/C Ratio(X) 0.04 0.78 0.03 0.12 0.42 0.10 0.06 0.02 0.15 0.60 0.00 0.00 Avail Cap(c_a), veh/h 743 1805 1505 520 1805 1542 955 1073 909 944 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 8.7 13.8 9.0 10.7 10.4 8.8 18.6 18.3 18.9 22.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.3 0.0 0.1 0.5 0.1 0.0 0.0 0.2 1.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 6.6 0.1 0.2 2.7 0.4 0.3 0.1 0.6 3.2 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 8.7 16.1 9.0 10.8 10.9 8.8 18.6 18.3 19.0 23.2 0.0 0.0 LOS A B A B B A B B B C A A Approach Vol, veh/h 664 452 88 250 Approach Delay, s/veh 15.7 10.6 18.8 23.2 Approach LOS B B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.3 34.6 18.5 8.3 33.7 18.5 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 62.0 36.0 10.0 62.0 36.0 Max Q Clear Time (g_c+I1), s 2.3 9.8 3.7 2.7 20.1 12.2 Green Ext Time s 0.0 3.9 0.2 0.0 7.6 1.2 Intersection Summary HCM 6th Ctrl Delay 15.6 HCM 6th LOS B ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 7.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 61 24 3 2 1 Future Vol, veh/h 2 61 24 3 2 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 77 77 68 68 50 50 Heavy Vehicles, % 0 0 4 0 0 0 Mvmt Flow 3 79 35 4 4 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 79 5 6 0 - 0 Stage 1 5 - - - - - Stage 2 74 - - - - - Critical Hdwy 6.4 6.2 4.14 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.236 - - - Pot Cap-1 Maneuver 929 1084 1602 - - - Stage 1 1023 - - - - - Stage 2 954 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 909 1084 1602 - - - Mov Cap-2 Maneuver 909 - - - - - Stage 1 1000 - - - - - Stage 2 954 - - - - - Approach EB NB SB HCM Control Delay, s 8.6 6.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1602 - 1077 - - HCM Lane V/C Ratio 0.022 - 0.076 - - HCM Control Delay 7.3 0 8.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 46 17 247 664 1 Future Vol, veh/h 2 46 17 247 664 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 77 77 76 76 Heavy Vehicles, % 0 0 0 3 3 100 Mvmt Flow 2 50 22 321 874 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1240 875 875 0 - 0 Stage 1 875 - - - - - Stage 2 365 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 195 351 780 - - - Stage 1 411 - - - - - Stage 2 707 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 190 351 780 - - - Mov Cap-2 Maneuver 190 - - - - - Stage 1 399 - - - - - Stage 2 707 - - - - - Approach EB NB SB HCM Control Delay, s 17.5 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 780 - 339 - - HCM Lane V/C Ratio 0.028 - 0.154 - - HCM Control Delay 9.8 - 17.5 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.1 - 0.5 - - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 8 1 29 6 1 62 Future Vol, veh/h 8 1 29 6 1 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 56 56 67 67 66 66 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 14 2 43 9 2 94 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 146 48 0 0 52 0 Stage 1 48 - - - - - Stage 2 98 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 851 1027 - - 1567 - Stage 1 980 - - - - - Stage 2 931 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 850 1027 - - 1567 - Mov Cap-2 Maneuver 850 - - - - - Stage 1 980 - - - - - Stage 2 930 - - - - - Approach WB NB SB HCM Control Delay, s 9.2 0 0.1 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 867 1567 - HCM Lane V/C Ratio - - 0.019 0.001 - HCM Control Delay - - 9.2 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 6th AWSC 2022 Existing Conditions PM Peak Hour 107: Can Ada Road & New Hope Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 4 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 26 6 26 5 4 2 22 26 42 38 4 Future Vol, veh/h 4 26 6 26 5 4 2 22 26 42 38 4 Peak Hour Factor 0.75 0.75 0.75 0.80 0.80 0.80 0.81 0.81 0.81 0.84 0.84 0.84 Heavy Vehicles, % 0 4 0 46 20 0 23 0 0 0 0 0 Mvmt Flow 5 35 8 33 6 5 2 27 32 50 45 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8.5 7.7 7.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 11% 74% 50% Vol Thru, % 44% 72% 14% 45% Vol Right, % 52% 17% 11% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 50 36 35 84 LT Vol 2 4 26 42 Through Vol 22 26 5 38 RT Vol 26 6 4 4 Lane Flow Rate 62 48 44 100 Geometry Grp 1 1 1 1 Degree of Util 0.072 0.057 0.062 0.116 Departure Headway (Hd) 4.224 4.242 5.082 4.179 Convergence, Y/N Yes Yes Yes Yes Cap 834 850 696 845 Service Time 2.321 2.242 3.181 2.266 HCM Lane V/C Ratio 0.074 0.056 0.063 0.118 HCM Control Delay 7.7 7.5 8.5 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0.2 0.2 0.4 ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 108: Wing Road & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 125 40 15 31 5 Future Vol, veh/h 3 125 40 15 31 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 87 87 63 65 79 79 Heavy Vehicles, % 0 3 8 0 3 0 Mvmt Flow 3 144 63 23 39 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 86 0 - 0 225 75 Stage 1 - - - - 75 - Stage 2 - - - - 150 - Critical Hdwy 4.1 - - - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.3 Pot Cap-1 Maneuver 1523 - - - 761 992 Stage 1 - - - - 945 - Stage 2 - - - - 875 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1523 - - - 759 992 Mov Cap-2 Maneuver - - - - 759 - Stage 1 - - - - 943 - Stage 2 - - - - 875 - Approach EB WB SB HCM Control Delay, s 0.2 0 9.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1523 - - - 785 HCM Lane V/C Ratio 0.002 - - - 0.058 HCM Control Delay 7.4 - - - 9.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.2 ---PAGE BREAK--- Queues 2022 Existing Conditions PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 11 124 115 63 40 45 64 279 145 178 642 5 v/c Ratio 0.05 0.55 0.35 0.23 0.13 0.10 0.22 0.37 0.20 0.31 0.75 0.01 Control Delay 31.2 56.3 5.3 33.7 36.6 0.4 13.5 25.0 4.8 12.4 32.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.2 56.3 5.3 33.7 36.6 0.4 13.5 25.0 4.8 12.4 32.7 0.0 Queue Length 50th (ft) 6 85 0 35 22 0 18 132 0 53 380 0 Queue Length 95th (ft) 17 125 0 63 52 0 37 202 27 99 #631 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 411 482 530 362 382 528 519 886 827 699 852 827 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.26 0.22 0.17 0.10 0.09 0.12 0.31 0.18 0.25 0.75 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2022 Existing Conditions PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 93 86 50 32 36 50 218 113 153 552 4 Future Volume (vph) 8 93 86 50 32 36 50 218 113 153 552 4 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 1485 1710 1800 1530 1693 1731 1530 Flt Permitted 0.73 1.00 1.00 0.50 1.00 1.00 0.24 1.00 1.00 0.50 1.00 1.00 Satd. Flow (perm) 1316 1782 1530 870 1374 1485 433 1800 1530 888 1731 1530 Peak-hour factor, PHF 0.75 0.75 0.75 0.80 0.80 0.80 0.78 0.78 0.78 0.86 0.86 0.86 Adj. Flow (vph) 11 124 115 62 40 45 64 279 145 178 642 5 RTOR Reduction (vph) 0 0 97 0 0 36 0 0 85 0 0 3 Lane Group Flow (vph) 11 124 18 63 40 9 64 279 60 178 642 2 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 18.6 17.5 17.5 30.4 23.4 23.4 52.6 47.5 47.5 62.2 52.3 52.3 Effective Green, g 18.6 17.5 17.5 30.4 23.4 23.4 52.6 47.5 47.5 62.2 52.3 52.3 Actuated g/C Ratio 0.16 0.15 0.15 0.27 0.21 0.21 0.46 0.42 0.42 0.55 0.46 0.46 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 218 273 235 279 282 305 257 750 638 554 794 702 v/s Ratio Prot 0.00 c0.07 0.01 c0.01 0.03 0.01 0.01 0.15 0.04 c0.03 c0.37 0.00 v/s Ratio Perm 0.01 0.05 0.10 0.15 v/c Ratio 0.05 0.45 0.08 0.23 0.14 0.03 0.25 0.37 0.09 0.32 0.81 0.00 Uniform Delay, d1 40.1 43.9 41.3 32.0 37.0 36.2 19.1 22.9 20.2 13.4 26.5 16.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 1.2 0.1 0.2 0.2 0.0 0.2 0.7 0.1 0.1 6.9 0.0 Delay 40.2 45.1 41.4 32.1 37.3 36.2 19.3 23.6 20.3 13.6 33.4 16.7 Level of Service D D D C D D B C C B C B Approach Delay 43.2 34.8 22.0 29.0 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 29.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length 113.9 Sum of lost time 32.0 Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2022 Existing Conditions PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 93 86 50 32 36 50 218 113 153 552 4 Future Volume (veh/h) 8 93 86 50 32 36 50 218 113 153 552 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 11 124 115 62 40 45 64 279 145 178 642 5 Peak Hour Factor 0.75 0.75 0.75 0.80 0.80 0.80 0.78 0.78 0.78 0.86 0.86 0.86 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 254 201 172 206 196 214 246 718 608 504 764 668 Arrive On Green 0.01 0.11 0.11 0.04 0.14 0.14 0.04 0.40 0.40 0.08 0.44 0.44 Sat Flow, veh/h 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Grp Volume(v), veh/h 11 124 115 62 40 45 64 279 145 178 642 5 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Q Serve(g_s), s 0.5 5.9 6.4 2.9 2.3 2.4 1.9 9.8 5.6 5.4 29.1 0.2 Cycle Q Clear(g_c), s 0.5 5.9 6.4 2.9 2.3 2.4 1.9 9.8 5.6 5.4 29.1 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 254 201 172 206 196 214 246 718 608 504 764 668 V/C Ratio(X) 0.04 0.62 0.67 0.30 0.20 0.21 0.26 0.39 0.24 0.35 0.84 0.01 Avail Cap(c_a), veh/h 579 563 481 470 430 [PHONE REDACTED] [PHONE REDACTED] 876 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 34.1 37.6 37.8 33.0 33.6 33.6 18.3 19.0 17.7 13.9 22.2 14.1 Incr Delay (d2), s/veh 0.0 3.1 4.5 0.3 0.5 0.5 0.2 0.7 0.4 0.2 6.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 2.7 2.6 1.2 0.8 0.9 0.7 4.1 2.0 2.0 12.6 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 34.2 40.6 42.3 33.3 34.1 34.1 18.5 19.7 18.2 14.1 29.1 14.1 LOS C D D C C C B B B B C B Approach Vol, veh/h 250 147 488 825 Approach Delay, s/veh 41.1 33.7 19.1 25.8 Approach LOS D C B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 19.7 13.0 47.9 10.9 17.0 16.5 44.4 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 18.0 28.0 21.0 51.0 18.0 28.0 21.0 51.0 Max Q Clear Time (g_c+I1), s 2.5 4.4 3.9 31.1 4.9 8.4 7.4 11.8 Green Ext Time s 0.0 0.3 0.1 7.8 0.0 1.0 0.2 4.9 Intersection Summary HCM 6th Ctrl Delay 26.8 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 9 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 358 7 5 99 5 7 Future Vol, veh/h 358 7 5 99 5 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 79 79 43 43 Heavy Vehicles, % 1 0 0 0 0 14 Mvmt Flow 402 8 6 125 12 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 410 0 543 406 Stage 1 - - - - 406 - Stage 2 - - - - 137 - Critical Hdwy - - 4.1 - 6.4 6.34 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.426 Pot Cap-1 Maneuver - - 1160 - 504 620 Stage 1 - - - - 677 - Stage 2 - - - - 895 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1160 - 501 620 Mov Cap-2 Maneuver - - - - 501 - Stage 1 - - - - 677 - Stage 2 - - - - 890 - Approach EB WB NB HCM Control Delay, s 0 0.4 11.7 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 564 - - 1160 - HCM Lane V/C Ratio 0.049 - - 0.005 - HCM Control Delay 11.7 - - 8.1 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 10 Intersection Int Delay, s/veh 5.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 69 83 113 28 64 89 Future Vol, veh/h 69 83 113 28 64 89 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 80 80 85 85 Heavy Vehicles, % 3 1 4 0 3 2 Mvmt Flow 76 91 141 35 75 105 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 167 0 439 122 Stage 1 - - - - 122 - Stage 2 - - - - 317 - Critical Hdwy - - 4.14 - 6.43 6.22 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.236 - 3.527 3.318 Pot Cap-1 Maneuver - - 1399 - 573 929 Stage 1 - - - - 901 - Stage 2 - - - - 736 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1399 - 515 929 Mov Cap-2 Maneuver - - - - 515 - Stage 1 - - - - 901 - Stage 2 - - - - 662 - Approach EB WB NB HCM Control Delay, s 0 6.3 11 HCM LOS B Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 515 929 - - 1399 - HCM Lane V/C Ratio 0.146 0.113 - - 0.101 - HCM Control Delay 13.2 9.4 - - 7.9 - HCM Lane LOS B A - - A - HCM 95th %tile Q(veh) 0.5 0.4 - - 0.3 - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 11 Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 74 121 15 34 34 23 Future Vol, veh/h 74 121 15 34 34 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 82 82 66 66 Heavy Vehicles, % 3 0 7 6 3 0 Mvmt Flow 79 129 18 41 52 35 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 208 0 221 144 Stage 1 - - - - 144 - Stage 2 - - - - 77 - Critical Hdwy - - 4.17 - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.263 - 3.527 3.3 Pot Cap-1 Maneuver - - 1334 - 765 909 Stage 1 - - - - 881 - Stage 2 - - - - 943 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1334 - 754 909 Mov Cap-2 Maneuver - - - - 754 - Stage 1 - - - - 881 - Stage 2 - - - - 930 - Approach EB WB NB HCM Control Delay, s 0 2.4 10 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 810 - - 1334 - HCM Lane V/C Ratio 0.107 - - 0.014 - HCM Control Delay 10 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0 - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 115: Pollard Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 12 Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 34 28 52 43 25 29 Future Vol, veh/h 34 28 52 43 25 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 74 74 91 91 79 79 Heavy Vehicles, % 12 4 0 2 4 0 Mvmt Flow 46 38 57 47 32 37 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 182 81 0 0 104 0 Stage 1 81 - - - - - Stage 2 101 - - - - - Critical Hdwy 6.52 6.24 - - 4.14 - Critical Hdwy Stg 1 5.52 - - - - - Critical Hdwy Stg 2 5.52 - - - - - Follow-up Hdwy 3.608 3.336 - - 2.236 - Pot Cap-1 Maneuver 785 973 - - 1475 - Stage 1 917 - - - - - Stage 2 899 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 768 973 - - 1475 - Mov Cap-2 Maneuver 768 - - - - - Stage 1 917 - - - - - Stage 2 879 - - - - - Approach WB NB SB HCM Control Delay, s 9.7 0 3.5 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 849 1475 - HCM Lane V/C Ratio - - 0.099 0.021 - HCM Control Delay - - 9.7 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.3 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 116: Palmer Lane & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 13 Intersection Int Delay, s/veh 6.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 92 73 17 18 1 Future Vol, veh/h 3 92 73 17 18 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 80 80 75 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 108 91 21 24 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 228 25 25 0 - 0 Stage 1 25 - - - - - Stage 2 203 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 760 1051 1589 - - - Stage 1 998 - - - - - Stage 2 831 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 716 1051 1589 - - - Mov Cap-2 Maneuver 716 - - - - - Stage 1 940 - - - - - Stage 2 831 - - - - - Approach EB NB SB HCM Control Delay, s 8.9 6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1589 - 1036 - - HCM Lane V/C Ratio 0.057 - 0.108 - - HCM Control Delay 7.4 0 8.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.2 - 0.4 - - ---PAGE BREAK--- HCM 6th TWSC 2022 Existing Conditions PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 14 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 35 636 266 29 46 38 Future Vol, veh/h 35 636 266 29 46 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 93 93 81 81 Heavy Vehicles, % 29 3 4 3 0 13 Mvmt Flow 37 677 286 31 57 47 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 317 0 - 0 1053 302 Stage 1 - - - - 302 - Stage 2 - - - - 751 - Critical Hdwy 4.39 - - - 6.4 6.33 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.461 - - - 3.5 3.417 Pot Cap-1 Maneuver 1105 - - - 253 713 Stage 1 - - - - 755 - Stage 2 - - - - 470 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1105 - - - 239 713 Mov Cap-2 Maneuver - - - - 239 - Stage 1 - - - - 714 - Stage 2 - - - - 470 - Approach EB WB SB HCM Control Delay, s 0.4 0 20 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1105 - - - 342 HCM Lane V/C Ratio 0.034 - - - 0.303 HCM Control Delay 8.4 0 - - 20 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.1 - - - 1.3 ---PAGE BREAK--- Queues 2022 Existing Conditions PM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 48 437 218 97 280 97 181 111 102 123 272 v/c Ratio 0.09 0.59 0.30 0.25 0.34 0.12 0.70 0.33 0.27 0.33 0.86 Control Delay 14.5 32.3 12.4 15.2 23.2 2.3 46.9 46.0 6.6 32.4 73.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 32.3 12.4 15.2 23.2 2.3 46.9 46.0 6.6 32.4 73.6 Queue Length 50th (ft) 17 271 48 36 145 0 108 77 0 71 211 Queue Length 95th (ft) 39 428 117 68 229 19 176 140 35 122 #324 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 624 744 725 429 818 812 277 404 423 419 405 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.59 0.30 0.23 0.34 0.12 0.65 0.27 0.24 0.29 0.67 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2022 Existing Conditions PM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 45 411 205 85 246 85 165 101 93 116 214 41 Future Volume (vph) 45 411 205 85 246 85 165 101 93 116 214 41 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1644 1698 1500 1583 1667 1530 1676 1714 1404 1710 1700 Flt Permitted 0.58 1.00 1.00 0.33 1.00 1.00 0.25 1.00 1.00 0.69 1.00 Satd. Flow (perm) 1005 1698 1500 549 1667 1530 442 1714 1404 1234 1700 Peak-hour factor, PHF 0.94 0.94 0.94 0.88 0.88 0.88 0.91 0.91 0.91 0.94 0.94 0.94 Adj. Flow (vph) 48 437 218 97 280 97 181 111 102 123 228 44 RTOR Reduction (vph) 0 0 67 0 0 50 0 0 82 0 6 0 Lane Group Flow (vph) 48 437 151 97 280 47 181 111 20 123 266 0 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Perm pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 7 4 Permitted Phases 6 2 8 8 4 Actuated Green, G 60.8 55.7 55.7 71.2 60.9 60.9 37.2 24.7 24.7 33.2 22.7 Effective Green, g 60.8 55.7 55.7 71.2 60.9 60.9 37.2 24.7 24.7 33.2 22.7 Actuated g/C Ratio 0.49 0.44 0.44 0.57 0.49 0.49 0.30 0.20 0.20 0.27 0.18 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 514 755 667 397 810 744 254 338 276 367 308 v/s Ratio Prot 0.00 c0.26 0.10 c0.02 c0.17 0.03 c0.07 0.06 0.03 c0.16 v/s Ratio Perm 0.04 0.12 0.14 0.01 0.06 v/c Ratio 0.09 0.58 0.23 0.24 0.35 0.06 0.71 0.33 0.07 0.34 0.86 Uniform Delay, d1 17.1 26.0 21.4 14.5 19.8 17.0 35.6 43.1 40.9 36.4 49.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 3.2 0.8 0.1 0.2 0.0 7.6 0.2 0.0 0.2 20.8 Delay 17.1 29.2 22.2 14.6 20.0 17.1 43.3 43.3 41.0 36.6 70.6 Level of Service B C C B C B D D D D E Approach Delay 26.2 18.3 42.7 60.0 Approach LOS C B D E Intersection Summary HCM 2000 Control Delay 34.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length 125.2 Sum of lost time 24.0 Intersection Capacity Utilization 72.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2022 Existing Conditions PM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 411 205 85 246 85 165 101 93 116 214 41 Future Volume (veh/h) 45 411 205 85 246 85 165 101 93 116 214 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 48 437 218 97 280 97 181 111 102 123 228 44 Peak Hour Factor 0.94 0.94 0.94 0.88 0.88 0.88 0.91 0.91 0.91 0.94 0.94 0.94 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 488 797 697 346 806 728 262 360 295 372 256 49 Arrive On Green 0.03 0.46 0.46 0.05 0.48 0.48 0.10 0.21 0.21 0.07 0.18 0.18 Sat Flow, veh/h 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 1432 276 Grp Volume(v), veh/h 48 437 218 97 280 97 181 111 102 123 0 272 Grp Sat Flow(s),veh/h/ln 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 0 1708 Q Serve(g_s), s 1.7 21.3 10.6 3.6 12.1 4.1 10.0 6.3 7.1 6.7 0.0 18.1 Cycle Q Clear(g_c), s 1.7 21.3 10.6 3.6 12.1 4.1 10.0 6.3 7.1 6.7 0.0 18.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 488 797 697 346 806 728 262 360 295 372 0 305 V/C Ratio(X) 0.10 0.55 0.31 0.28 0.35 0.13 0.69 0.31 0.35 0.33 0.00 0.89 Avail Cap(c_a), veh/h 632 797 697 464 806 728 291 431 354 451 0 426 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 15.6 22.4 19.5 17.0 19.0 16.9 35.2 39.0 39.3 35.0 0.0 46.7 Incr Delay (d2), s/veh 0.0 2.7 1.2 0.2 0.2 0.1 4.5 0.2 0.3 0.2 0.0 12.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 9.0 3.9 1.3 4.7 1.5 4.4 2.7 2.5 2.8 0.0 8.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 15.6 25.1 20.7 17.2 19.2 17.0 39.8 39.1 39.5 35.2 0.0 59.5 LOS B C C B B B D D D D A E Approach Vol, veh/h 703 474 394 395 Approach Delay, s/veh 23.1 18.3 39.5 51.9 Approach LOS C B D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.9 61.5 18.0 26.8 11.5 60.0 14.6 30.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 54.0 14.0 29.0 14.0 54.0 14.0 29.0 Max Q Clear Time (g_c+I1), s 3.7 14.1 12.0 20.1 5.6 23.3 8.7 9.1 Green Ext Time s 0.0 1.7 0.1 0.7 0.1 3.0 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 31.0 HCM 6th LOS C ---PAGE BREAK--- Queues 2022 Existing Conditions PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 18 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 18 626 20 36 347 69 28 8 52 250 v/c Ratio 0.03 0.75 0.03 0.11 0.39 0.09 0.08 0.02 0.11 0.68 Control Delay 8.5 25.4 0.1 8.7 14.4 3.8 29.0 28.6 3.4 39.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.5 25.4 0.1 8.7 14.4 3.8 29.0 28.6 3.4 39.9 Queue Length 50th (ft) 3 262 0 7 78 0 11 3 0 116 Queue Length 95th (ft) 15 525 0 24 232 23 41 17 14 265 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 628 1358 1148 417 1365 1187 675 991 878 739 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.46 0.02 0.09 0.25 0.06 0.04 0.01 0.06 0.34 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2022 Existing Conditions PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 17 588 19 33 316 63 26 7 48 183 15 30 Future Volume (vph) 17 588 19 33 316 63 26 7 48 183 15 30 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 1710 1748 1457 1660 1748 1500 1710 1800 1530 1686 Flt Permitted 0.53 1.00 1.00 0.23 1.00 1.00 0.68 1.00 1.00 0.76 Satd. Flow (perm) 952 1748 1457 409 1748 1500 1226 1800 1530 1338 Peak-hour factor, PHF 0.94 0.94 0.94 0.91 0.91 0.91 0.92 0.92 0.92 0.91 0.91 0.91 Adj. Flow (vph) 18 626 20 36 347 69 28 8 52 201 16 33 RTOR Reduction (vph) 0 0 10 0 0 34 0 0 38 0 4 0 Lane Group Flow (vph) 18 626 10 36 347 35 28 8 14 0 246 0 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 40.3 38.6 38.6 44.1 40.5 40.5 21.4 21.4 21.4 21.4 Effective Green, g 40.3 38.6 38.6 44.1 40.5 40.5 21.4 21.4 21.4 21.4 Actuated g/C Ratio 0.50 0.48 0.48 0.55 0.50 0.50 0.27 0.27 0.27 0.27 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 491 837 697 279 878 753 325 477 406 355 v/s Ratio Prot 0.00 c0.36 c0.01 0.20 0.00 v/s Ratio Perm 0.02 0.01 0.06 0.02 0.02 0.01 c0.18 v/c Ratio 0.04 0.75 0.01 0.13 0.40 0.05 0.09 0.02 0.03 0.69 Uniform Delay, d1 10.2 17.0 11.0 10.6 12.4 10.2 22.2 21.8 21.9 26.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 3.9 0.0 0.2 0.4 0.0 0.1 0.0 0.0 5.3 Delay 10.2 21.0 11.0 10.8 12.8 10.2 22.3 21.8 22.0 31.9 Level of Service B C B B B B C C C C Approach Delay 20.4 12.3 22.1 31.9 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 20.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 80.6 Sum of lost time 17.0 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2022 Existing Conditions PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 588 19 33 316 63 26 7 48 183 15 30 Future Volume (veh/h) 17 588 19 33 316 63 26 7 48 183 15 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 18 626 20 36 347 69 28 8 52 201 16 33 Peak Hour Factor 0.94 0.94 0.94 0.91 0.91 0.91 0.92 0.92 0.92 0.91 0.91 0.91 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 496 805 672 305 833 712 440 401 340 355 23 41 Arrive On Green 0.02 0.46 0.46 0.04 0.47 0.47 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1714 1758 1466 1674 1758 1502 1378 1800 1525 1112 102 185 Grp Volume(v), veh/h 18 626 20 36 347 69 28 8 52 250 0 0 Grp Sat Flow(s),veh/h/ln 1714 1758 1466 1674 1758 1502 1378 1800 1525 1399 0 0 Q Serve(g_s), s 0.3 18.1 0.5 0.7 7.8 1.5 0.0 0.2 1.7 10.0 0.0 0.0 Cycle Q Clear(g_c), s 0.3 18.1 0.5 0.7 7.8 1.5 0.9 0.2 1.7 10.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.13 Lane Grp Cap(c), veh/h 496 805 672 305 833 712 440 401 340 419 0 0 V/C Ratio(X) 0.04 0.78 0.03 0.12 0.42 0.10 0.06 0.02 0.15 0.60 0.00 0.00 Avail Cap(c_a), veh/h 743 1805 1505 520 1805 1542 955 1073 909 944 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 8.7 13.8 9.0 10.7 10.4 8.8 18.6 18.3 18.9 22.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.3 0.0 0.1 0.5 0.1 0.0 0.0 0.2 1.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 6.6 0.1 0.2 2.7 0.4 0.3 0.1 0.6 3.2 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 8.7 16.1 9.0 10.8 10.9 8.8 18.6 18.3 19.0 23.2 0.0 0.0 LOS A B A B B A B B B C A A Approach Vol, veh/h 664 452 88 250 Approach Delay, s/veh 15.7 10.6 18.8 23.2 Approach LOS B B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.3 34.6 18.5 8.3 33.7 18.5 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 62.0 36.0 10.0 62.0 36.0 Max Q Clear Time (g_c+I1), s 2.3 9.8 3.7 2.7 20.1 12.2 Green Ext Time s 0.0 3.9 0.2 0.0 7.6 1.2 Intersection Summary HCM 6th Ctrl Delay 15.6 HCM 6th LOS B ---PAGE BREAK--- Appendix E Year 2022 Mitigated Existing Traffic Operation Worksheets ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 727 537 0 80 2nd Highest Hour 727 537 0 79 3rd Highest Hour 657 485 0 72 Project 4th Highest Hour 631 466 0 65 Project Name: 5th Highest Hour 561 414 0 54 Analyst: 6th Highest Hour 543 401 0 53 Date: 7th Highest Hour 517 382 0 50 File: 8th Highest Hour 499 369 0 45 9th Highest Hour 473 349 0 44 Intersection: 10th Highest Hour 464 343 0 43 Scenario: 11th Highest Hour 447 330 0 41 12th Highest Hour 438 323 0 40 13th Highest Hour 420 311 0 40 14th Highest Hour 377 278 0 40 15th Highest Hour 298 220 0 32 Warrant Name Analyzed? Met? 16th Highest Hour 263 194 0 28 #1 Eight-Hour Vehicular Volume Yes No 17th Highest Hour 201 149 0 23 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 166 123 0 18 #3 Peak Hour Yes Yes 19th Highest Hour 140 104 0 16 #4 Pedestrian Volume No - 20th Highest Hour 79 58 0 11 #5 School Crossing No - 21st Highest Hour 53 39 0 5 #6 Coordinated Signal System No - 22nd Highest Hour 44 32 0 4 #7 Crash Experience No - 23rd Highest Hour 26 19 0 3 #8 Roadway Network No - 24th Highest Hour 26 19 0 3 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 0 No Speed > 40 mph? Yes B 750 75 2 No Population < 10,000? No A 400 120 0 No Warrant Factor 70% B 600 60 4 No Peak Hour or Daily Count? Peak Hour A 350 105 0 No B 525 53 6 No Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 0 No Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 11 Yes Minor Street: 4th-Highest Hour / Peak Hour 81% Minor Street: 8th-Highest Hour / Peak Hour 56% Signal Warrant Met? 100% No 80% No 70% No 2022 Existing Conditions Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 117 - 2022 Existing.xls]Data Input 17 - SH 44 / Can Ada Road 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- Appendix F Existing 48-Hour Segment Traffic Count Data ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd E of Palmer Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road east of Palmer Road Star, Idaho 1 6/14/2022 Westbound Eastbound Time Total 12:00 AM 1 0 1 12:15 5 1 6 12:30 3 3 6 12:45 0 0 0 1:00 2 2 4 1:15 1 1 2 1:30 1 2 3 1:45 1 1 2 2:00 0 1 1 2:15 0 0 0 2:30 1 1 2 2:45 1 2 3 3:00 0 1 1 3:15 1 0 1 3:30 0 1 1 3:45 0 2 2 4:00 1 0 1 4:15 1 1 2 4:30 1 2 3 4:45 2 2 4 5:00 2 6 8 5:15 3 9 12 5:30 5 12 17 5:45 5 17 22 6:00 4 24 28 6:15 7 35 42 6:30 10 54 64 6:45 14 57 71 7:00 18 79 97 7:15 31 107 138 7:30 27 107 134 7:45 32 84 116 8:00 18 78 96 8:15 31 75 106 8:30 35 91 126 8:45 38 64 102 9:00 36 55 91 9:15 30 52 82 9:30 29 44 73 9:45 30 48 78 10:00 43 38 81 10:15 31 38 69 10:30 36 42 78 10:45 46 52 98 11:00 35 56 91 11:15 45 35 80 11:30 42 48 90 11:45 50 43 93 Total 755 1473 2228 Percent 33.9% 66.1% Peak 11:00 7:00 7:00 Volume 172 377 485 Peak Factor 0.860 0.881 0.879 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd E of Palmer Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road east of Palmer Road Star, Idaho 2 6/14/2022 Westbound Eastbound Time Total 12:00 PM 57 31 88 12:15 48 62 110 12:30 34 40 74 12:45 54 47 101 1:00 50 48 98 1:15 47 29 76 1:30 38 50 88 1:45 44 43 87 2:00 53 48 101 2:15 42 37 79 2:30 66 47 113 2:45 61 44 105 3:00 65 26 91 3:15 51 36 87 3:30 64 38 102 3:45 93 39 132 4:00 83 38 121 4:15 70 47 117 4:30 99 45 144 4:45 103 45 148 5:00 128 40 168 5:15 118 39 157 5:30 119 41 160 5:45 108 39 147 6:00 88 31 119 6:15 69 26 95 6:30 59 23 82 6:45 39 27 66 7:00 45 21 66 7:15 41 13 54 7:30 28 23 51 7:45 26 12 38 8:00 22 18 40 8:15 30 12 42 8:30 16 13 29 8:45 23 17 40 9:00 22 12 34 9:15 22 18 40 9:30 20 11 31 9:45 12 8 20 10:00 11 4 15 10:15 12 6 18 10:30 10 8 18 10:45 6 3 9 11:00 5 6 11 11:15 7 3 10 11:30 2 10 12 11:45 4 5 9 Total 2314 1329 3643 Percent 63.5% 36.5% Peak 5:00 12:15 4:45 Volume 473 197 633 Peak Factor 0.924 0.794 0.942 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd E of Palmer Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road east of Palmer Road Star, Idaho 3 6/15/2022 Westbound Eastbound Time Total 12:00 AM 6 1 7 12:15 4 3 7 12:30 0 0 0 12:45 2 1 3 1:00 0 0 0 1:15 4 2 6 1:30 1 1 2 1:45 0 1 1 2:00 0 1 1 2:15 0 0 0 2:30 2 0 2 2:45 0 3 3 3:00 0 0 0 3:15 1 0 1 3:30 0 3 3 3:45 1 1 2 4:00 0 3 3 4:15 3 0 3 4:30 3 3 6 4:45 0 0 0 5:00 3 5 8 5:15 5 6 11 5:30 8 20 28 5:45 6 12 18 6:00 5 25 30 6:15 10 45 55 6:30 7 57 64 6:45 26 51 77 7:00 14 99 113 7:15 20 100 120 7:30 25 92 117 7:45 23 84 107 8:00 42 65 107 8:15 27 74 101 8:30 33 69 102 8:45 39 75 114 9:00 40 70 110 9:15 34 51 85 9:30 37 75 112 9:45 48 56 104 10:00 41 46 87 10:15 34 60 94 10:30 42 54 96 10:45 54 57 111 11:00 30 60 90 11:15 45 55 100 11:30 36 48 84 11:45 42 42 84 Total 803 1576 2379 Percent 33.8% 66.2% Peak 10:00 7:00 7:00 Volume 171 375 457 Peak Factor 0.792 0.938 0.952 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd E of Palmer Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road east of Palmer Road Star, Idaho 4 6/15/2022 Westbound Eastbound Time Total 12:00 PM 48 41 89 12:15 44 49 93 12:30 50 50 100 12:45 49 42 91 1:00 72 40 112 1:15 56 50 106 1:30 51 45 96 1:45 67 56 123 2:00 43 46 89 2:15 55 66 121 2:30 57 49 106 2:45 61 53 114 3:00 96 31 127 3:15 67 53 120 3:30 59 48 107 3:45 88 55 143 4:00 86 44 130 4:15 84 51 135 4:30 118 49 167 4:45 106 34 140 5:00 125 48 173 5:15 141 38 179 5:30 134 40 174 5:45 132 33 165 6:00 113 30 143 6:15 76 36 112 6:30 78 23 101 6:45 47 35 82 7:00 60 30 90 7:15 41 30 71 7:30 28 21 49 7:45 27 22 49 8:00 23 23 46 8:15 26 20 46 8:30 26 31 57 8:45 31 28 59 9:00 25 13 38 9:15 21 14 35 9:30 24 17 41 9:45 18 11 29 10:00 11 12 23 10:15 9 21 30 10:30 9 13 22 10:45 9 5 14 11:00 8 7 15 11:15 3 7 10 11:30 8 5 13 11:45 3 10 13 Total 2613 1575 4188 Percent 62.4% 37.6% Peak 5:00 1:45 5:00 Volume 532 217 691 Peak Factor 0.943 0.822 0.965 Grand Total 6485 5953 12438 Percent 52.1% 47.9% AADT ADT: 6,219 AADT: 6,219 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd E of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road east of SH-16 Star, Idaho 1 6/14/2022 Westbound Eastbound Time Total 12:00 AM 2 0 2 12:15 5 1 6 12:30 3 2 5 12:45 0 1 1 1:00 1 1 2 1:15 1 1 2 1:30 1 2 3 1:45 1 1 2 2:00 0 1 1 2:15 0 0 0 2:30 1 1 2 2:45 1 2 3 3:00 0 1 1 3:15 1 0 1 3:30 0 1 1 3:45 0 2 2 4:00 1 0 1 4:15 1 2 3 4:30 1 3 4 4:45 2 1 3 5:00 2 6 8 5:15 3 8 11 5:30 5 12 17 5:45 6 16 22 6:00 3 22 25 6:15 7 36 43 6:30 11 56 67 6:45 13 65 78 7:00 11 75 86 7:15 35 106 141 7:30 28 107 135 7:45 30 79 109 8:00 21 78 99 8:15 30 80 110 8:30 35 83 118 8:45 41 64 105 9:00 38 52 90 9:15 31 54 85 9:30 30 44 74 9:45 34 48 82 10:00 41 36 77 10:15 33 39 72 10:30 36 40 76 10:45 45 55 100 11:00 45 52 97 11:15 47 32 79 11:30 45 48 93 11:45 45 41 86 Total 773 1457 2230 Percent 34.7% 65.3% Peak 10:45 7:15 7:15 Volume 182 370 484 Peak Factor 0.968 0.864 0.858 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd E of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road east of SH-16 Star, Idaho 2 6/14/2022 Westbound Eastbound Time Total 12:00 PM 63 32 95 12:15 44 62 106 12:30 36 36 72 12:45 57 47 104 1:00 53 47 100 1:15 52 27 79 1:30 42 50 92 1:45 50 45 95 2:00 51 43 94 2:15 51 40 91 2:30 67 46 113 2:45 62 46 108 3:00 67 26 93 3:15 55 40 95 3:30 65 34 99 3:45 109 36 145 4:00 75 49 124 4:15 82 44 126 4:30 104 49 153 4:45 100 39 139 5:00 133 42 175 5:15 121 41 162 5:30 127 38 165 5:45 114 44 158 6:00 87 29 116 6:15 75 27 102 6:30 60 20 80 6:45 44 29 73 7:00 46 18 64 7:15 43 13 56 7:30 31 25 56 7:45 25 12 37 8:00 25 17 42 8:15 30 13 43 8:30 14 11 25 8:45 24 17 41 9:00 20 10 30 9:15 23 17 40 9:30 19 10 29 9:45 12 10 22 10:00 8 6 14 10:15 13 3 16 10:30 11 10 21 10:45 6 3 9 11:00 5 6 11 11:15 6 3 9 11:30 4 11 15 11:45 4 5 9 Total 2415 1328 3743 Percent 64.5% 35.5% Peak 5:00 12:15 5:00 Volume 495 192 660 Peak Factor 0.930 0.774 0.943 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd E of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road east of SH-16 Star, Idaho 3 6/15/2022 Westbound Eastbound Time Total 12:00 AM 4 1 5 12:15 6 3 9 12:30 0 0 0 12:45 2 1 3 1:00 1 0 1 1:15 4 1 5 1:30 1 1 2 1:45 0 1 1 2:00 0 1 1 2:15 0 0 0 2:30 1 1 2 2:45 1 2 3 3:00 0 0 0 3:15 1 0 1 3:30 0 3 3 3:45 1 1 2 4:00 0 3 3 4:15 3 0 3 4:30 3 3 6 4:45 0 0 0 5:00 3 5 8 5:15 5 6 11 5:30 8 24 32 5:45 6 9 15 6:00 4 26 30 6:15 9 44 53 6:30 7 62 69 6:45 24 54 78 7:00 16 102 118 7:15 20 100 120 7:30 25 93 118 7:45 25 78 103 8:00 37 77 114 8:15 33 78 111 8:30 33 72 105 8:45 42 80 122 9:00 40 74 114 9:15 37 58 95 9:30 35 72 107 9:45 52 61 113 10:00 42 51 93 10:15 37 61 98 10:30 46 50 96 10:45 55 63 118 11:00 36 64 100 11:15 47 54 101 11:30 42 50 92 11:45 41 45 86 Total 835 1635 2470 Percent 33.8% 66.2% Peak 10:30 7:00 7:00 Volume 184 373 459 Peak Factor 0.836 0.914 0.956 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd E of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road east of SH-16 Star, Idaho 4 6/15/2022 Westbound Eastbound Time Total 12:00 PM 61 41 102 12:15 46 58 104 12:30 52 55 107 12:45 56 39 95 1:00 80 45 125 1:15 57 52 109 1:30 55 50 105 1:45 63 51 114 2:00 45 44 89 2:15 56 65 121 2:30 61 42 103 2:45 65 49 114 3:00 101 32 133 3:15 64 49 113 3:30 61 53 114 3:45 88 56 144 4:00 85 49 134 4:15 89 48 137 4:30 122 46 168 4:45 113 35 148 5:00 125 44 169 5:15 147 39 186 5:30 144 43 187 5:45 138 31 169 6:00 115 28 143 6:15 88 37 125 6:30 76 21 97 6:45 46 37 83 7:00 62 28 90 7:15 45 29 74 7:30 31 22 53 7:45 29 21 50 8:00 24 23 47 8:15 27 22 49 8:30 24 30 54 8:45 35 25 60 9:00 27 13 40 9:15 21 14 35 9:30 22 15 37 9:45 17 14 31 10:00 12 9 21 10:15 10 23 33 10:30 7 12 19 10:45 8 5 13 11:00 8 7 15 11:15 5 7 12 11:30 8 4 12 11:45 3 11 14 Total 2724 1573 4297 Percent 63.4% 36.6% Peak 5:00 1:30 5:00 Volume 554 210 711 Peak Factor 0.942 0.808 0.951 Grand Total 6747 5993 12740 Percent 53.0% 47.0% AADT ADT: 6,370 AADT: 6,370 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd W of Pollard Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road west of Pollard Star, Idaho 1 6/14/2022 Westbound Eastbound Time Total 12:00 AM 4 1 5 12:15 0 1 1 12:30 0 1 1 12:45 0 0 0 1:00 0 0 0 1:15 1 0 1 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 1 0 1 2:30 0 0 0 2:45 0 1 1 3:00 0 0 0 3:15 0 0 0 3:30 0 2 2 3:45 0 0 0 4:00 0 0 0 4:15 0 1 1 4:30 0 0 0 4:45 0 5 5 5:00 1 3 4 5:15 1 6 7 5:30 2 5 7 5:45 3 7 10 6:00 2 12 14 6:15 4 25 29 6:30 7 21 28 6:45 5 24 29 7:00 11 28 39 7:15 17 40 57 7:30 11 50 61 7:45 12 20 32 8:00 5 33 38 8:15 28 37 65 8:30 9 40 49 8:45 19 42 61 9:00 30 29 59 9:15 17 29 46 9:30 19 27 46 9:45 19 26 45 10:00 30 14 44 10:15 18 16 34 10:30 24 31 55 10:45 18 29 47 11:00 24 31 55 11:15 19 19 38 11:30 19 32 51 11:45 22 28 50 Total [PHONE REDACTED] Percent 36.0% 64.0% Peak 9:45 8:00 8:15 Volume 91 152 234 Peak Factor 0.758 0.905 0.900 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd W of Pollard Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road west of Pollard Star, Idaho 2 6/14/2022 Westbound Eastbound Time Total 12:00 PM 39 30 69 12:15 30 28 58 12:30 25 26 51 12:45 24 27 51 1:00 30 33 63 1:15 28 19 47 1:30 37 29 66 1:45 30 33 63 2:00 39 28 67 2:15 28 23 51 2:30 30 23 53 2:45 21 29 50 3:00 31 21 52 3:15 41 29 70 3:30 21 29 50 3:45 39 25 64 4:00 40 20 60 4:15 43 29 72 4:30 42 16 58 4:45 45 19 64 5:00 73 19 92 5:15 50 19 69 5:30 55 20 75 5:45 37 22 59 6:00 30 19 49 6:15 39 16 55 6:30 26 8 34 6:45 26 15 41 7:00 25 11 36 7:15 19 8 27 7:30 24 15 39 7:45 20 7 27 8:00 17 6 23 8:15 20 7 27 8:30 15 3 18 8:45 18 15 33 9:00 8 1 9 9:15 18 8 26 9:30 15 6 21 9:45 10 5 15 10:00 8 1 9 10:15 10 5 15 10:30 7 2 9 10:45 4 2 6 11:00 2 3 5 11:15 4 1 5 11:30 4 1 5 11:45 2 2 4 Total 1249 763 2012 Percent 62.1% 37.9% Peak 4:45 12:15 4:45 Volume 223 114 300 Peak Factor 0.764 0.864 0.815 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd W of Pollard Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road west of Pollard Star, Idaho 3 6/15/2022 Westbound Eastbound Time Total 12:00 AM 2 1 3 12:15 2 1 3 12:30 2 0 2 12:45 1 0 1 1:00 1 0 1 1:15 0 0 0 1:30 1 0 1 1:45 1 0 1 2:00 0 1 1 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 1 1 3:30 0 2 2 3:45 0 1 1 4:00 0 1 1 4:15 0 0 0 4:30 0 1 1 4:45 2 1 3 5:00 1 3 4 5:15 1 12 13 5:30 1 6 7 5:45 1 8 9 6:00 2 19 21 6:15 6 17 23 6:30 8 24 32 6:45 13 18 31 7:00 13 31 44 7:15 11 48 59 7:30 12 28 40 7:45 12 27 39 8:00 12 39 51 8:15 19 42 61 8:30 8 37 45 8:45 10 37 47 9:00 17 24 41 9:15 21 27 48 9:30 26 35 61 9:45 23 24 47 10:00 11 32 43 10:15 26 19 45 10:30 29 33 62 10:45 30 29 59 11:00 26 30 56 11:15 25 27 52 11:30 40 31 71 11:45 19 44 63 Total [PHONE REDACTED] Percent 36.4% 63.6% Peak 10:45 8:00 11:00 Volume 121 155 242 Peak Factor 0.756 0.923 0.852 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd W of Pollard Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Beacon Light Road west of Pollard Star, Idaho 4 6/15/2022 Westbound Eastbound Time Total 12:00 PM 33 24 57 12:15 24 29 53 12:30 27 25 52 12:45 35 25 60 1:00 35 21 56 1:15 32 28 60 1:30 29 28 57 1:45 39 25 64 2:00 22 20 42 2:15 32 34 66 2:30 31 24 55 2:45 43 27 70 3:00 44 28 72 3:15 30 32 62 3:30 38 28 66 3:45 36 23 59 4:00 36 23 59 4:15 35 23 58 4:30 43 31 74 4:45 44 23 67 5:00 48 27 75 5:15 64 25 89 5:30 45 20 65 5:45 59 26 85 6:00 45 16 61 6:15 42 23 65 6:30 43 22 65 6:45 24 12 36 7:00 34 27 61 7:15 29 13 42 7:30 16 11 27 7:45 25 8 33 8:00 34 4 38 8:15 16 8 24 8:30 18 14 32 8:45 17 5 22 9:00 24 12 36 9:15 18 5 23 9:30 24 3 27 9:45 14 5 19 10:00 10 7 17 10:15 8 8 16 10:30 4 5 9 10:45 8 2 10 11:00 8 2 10 11:15 4 0 4 11:30 4 2 6 11:45 2 1 3 Total 1375 834 2209 Percent 62.2% 37.8% Peak 5:00 2:45 5:00 Volume 216 115 314 Peak Factor 0.844 0.898 0.882 Grand Total 3461 3074 6535 Percent 53.0% 47.0% AADT ADT: 3,268 AADT: 3,268 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd W of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Beacon Light Road west of SH-16 Star, Idaho 1 6/14/2022 Westbound Eastbound Time Total 12:00 AM 4 0 4 12:15 0 1 1 12:30 1 1 2 12:45 0 0 0 1:00 0 0 0 1:15 1 0 1 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 0 0 0 2:30 2 1 3 2:45 0 2 2 3:00 0 0 0 3:15 0 0 0 3:30 0 2 2 3:45 0 2 2 4:00 0 0 0 4:15 0 1 1 4:30 0 0 0 4:45 1 5 6 5:00 2 3 5 5:15 2 5 7 5:30 5 4 9 5:45 6 13 19 6:00 5 14 19 6:15 11 24 35 6:30 12 31 43 6:45 13 25 38 7:00 28 39 67 7:15 20 51 71 7:30 15 65 80 7:45 24 32 56 8:00 12 46 58 8:15 41 56 97 8:30 21 56 77 8:45 20 70 90 9:00 41 48 89 9:15 29 41 70 9:30 29 31 60 9:45 28 40 68 10:00 47 29 76 10:15 28 29 57 10:30 24 49 73 10:45 35 41 76 11:00 35 50 85 11:15 41 32 73 11:30 29 44 73 11:45 30 41 71 Total 642 1024 1666 Percent 38.5% 61.5% Peak 10:45 8:15 8:15 Volume 140 230 353 Peak Factor 0.854 0.821 0.910 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd W of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Beacon Light Road west of SH-16 Star, Idaho 2 6/14/2022 Westbound Eastbound Time Total 12:00 PM 58 40 98 12:15 33 42 75 12:30 29 40 69 12:45 34 38 72 1:00 45 46 91 1:15 32 36 68 1:30 44 39 83 1:45 40 51 91 2:00 48 40 88 2:15 30 35 65 2:30 36 47 83 2:45 45 40 85 3:00 45 26 71 3:15 54 41 95 3:30 37 45 82 3:45 62 37 99 4:00 46 49 95 4:15 56 58 114 4:30 65 29 94 4:45 61 25 86 5:00 104 37 141 5:15 78 37 115 5:30 76 24 100 5:45 58 32 90 6:00 47 25 72 6:15 46 23 69 6:30 40 15 55 6:45 41 24 65 7:00 33 17 50 7:15 28 14 42 7:30 24 24 48 7:45 24 21 45 8:00 18 18 36 8:15 25 17 42 8:30 12 15 27 8:45 21 18 39 9:00 19 12 31 9:15 28 11 39 9:30 17 14 31 9:45 13 8 21 10:00 11 2 13 10:15 10 8 18 10:30 12 4 16 10:45 7 2 9 11:00 0 2 2 11:15 5 4 9 11:30 4 1 5 11:45 4 3 7 Total 1705 1236 2941 Percent 58.0% 42.0% Peak 4:45 3:30 5:00 Volume 319 189 446 Peak Factor 0.767 0.815 0.791 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd W of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Beacon Light Road west of SH-16 Star, Idaho 3 6/15/2022 Westbound Eastbound Time Total 12:00 AM 1 1 2 12:15 4 1 5 12:30 3 0 3 12:45 1 0 1 1:00 1 1 2 1:15 0 0 0 1:30 2 2 4 1:45 0 0 0 2:00 4 1 5 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 1 1 3:30 0 2 2 3:45 0 1 1 4:00 0 1 1 4:15 0 1 1 4:30 2 1 3 4:45 2 1 3 5:00 5 3 8 5:15 2 12 14 5:30 1 8 9 5:45 1 11 12 6:00 10 21 31 6:15 10 24 34 6:30 12 29 41 6:45 17 21 38 7:00 23 49 72 7:15 17 66 83 7:30 28 41 69 7:45 17 34 51 8:00 19 51 70 8:15 28 56 84 8:30 27 43 70 8:45 25 58 83 9:00 29 40 69 9:15 29 33 62 9:30 41 54 95 9:45 40 38 78 10:00 22 46 68 10:15 36 30 66 10:30 46 45 91 10:45 44 43 87 11:00 39 53 92 11:15 40 41 81 11:30 51 43 94 11:45 40 53 93 Total 719 1060 1779 Percent 40.4% 59.6% Peak 10:45 8:00 11:00 Volume 174 208 360 Peak Factor 0.853 0.897 0.957 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Beacon Light Rd W of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Beacon Light Road west of SH-16 Star, Idaho 4 6/15/2022 Westbound Eastbound Time Total 12:00 PM 55 38 93 12:15 33 49 82 12:30 46 49 95 12:45 49 45 94 1:00 45 35 80 1:15 49 43 92 1:30 37 37 74 1:45 56 38 94 2:00 34 37 71 2:15 42 46 88 2:30 53 39 92 2:45 55 48 103 3:00 57 46 103 3:15 38 55 93 3:30 59 44 103 3:45 44 35 79 4:00 52 44 96 4:15 51 42 93 4:30 75 47 122 4:45 67 44 111 5:00 71 36 107 5:15 89 37 126 5:30 72 34 106 5:45 79 34 113 6:00 67 27 94 6:15 55 30 85 6:30 47 31 78 6:45 32 34 66 7:00 43 29 72 7:15 32 25 57 7:30 23 13 36 7:45 29 16 45 8:00 26 8 34 8:15 26 20 46 8:30 19 27 46 8:45 28 20 48 9:00 22 21 43 9:15 27 13 40 9:30 23 5 28 9:45 21 9 30 10:00 12 12 24 10:15 13 13 26 10:30 7 7 14 10:45 10 2 12 11:00 7 1 8 11:15 5 1 6 11:30 4 3 7 11:45 5 2 7 Total 1891 1371 3262 Percent 58.0% 42.0% Peak 5:00 2:45 4:30 Volume 311 193 466 Peak Factor 0.874 0.877 0.925 Grand Total 4957 4691 9648 Percent 51.4% 48.6% AADT ADT: 4,824 AADT: 4,824 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd north of SH-44 Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 Can Ada Road north of SH-44 Star, Idaho 1 7/12/2022 Southbound Northbound Time Total 12:00 AM 1 4 5 12:15 2 2 4 12:30 1 4 5 12:45 0 1 1 1:00 1 1 2 1:15 1 1 2 1:30 0 0 0 1:45 0 0 0 2:00 0 1 1 2:15 2 1 3 2:30 1 1 2 2:45 1 1 2 3:00 0 0 0 3:15 0 0 0 3:30 1 0 1 3:45 3 0 3 4:00 0 0 0 4:15 2 0 2 4:30 4 0 4 4:45 4 0 4 5:00 7 2 9 5:15 10 1 11 5:30 6 7 13 5:45 12 4 16 6:00 16 4 20 6:15 12 10 22 6:30 10 12 22 6:45 11 13 24 7:00 18 14 32 7:15 22 30 52 7:30 30 24 54 7:45 22 20 42 8:00 29 21 50 8:15 26 14 40 8:30 22 33 55 8:45 29 24 53 9:00 26 34 60 9:15 28 16 44 9:30 28 24 52 9:45 26 33 59 10:00 29 32 61 10:15 31 18 49 10:30 36 28 64 10:45 20 14 34 11:00 19 27 46 11:15 19 28 47 11:30 36 41 77 11:45 36 26 62 Total [PHONE REDACTED] Percent 52.8% 47.2% Peak 9:45 11:00 9:45 Volume 122 122 233 Peak Factor 0.847 0.744 0.910 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd north of SH-44 Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 Can Ada Road north of SH-44 Star, Idaho 2 7/12/2022 Southbound Northbound Time Total 12:00 PM 30 24 54 12:15 34 46 80 12:30 34 32 66 12:45 26 22 48 1:00 22 36 58 1:15 46 20 66 1:30 29 32 61 1:45 18 42 60 2:00 28 30 58 2:15 18 20 38 2:30 33 28 61 2:45 25 28 53 3:00 23 36 59 3:15 9 18 27 3:30 28 18 46 3:45 26 32 58 4:00 23 20 43 4:15 18 32 50 4:30 15 18 33 4:45 20 15 35 5:00 20 14 34 5:15 18 23 41 5:30 32 24 56 5:45 11 19 30 6:00 12 15 27 6:15 10 21 31 6:30 8 18 26 6:45 7 24 31 7:00 12 16 28 7:15 7 8 15 7:30 12 4 16 7:45 12 14 26 8:00 10 15 25 8:15 10 8 18 8:30 9 16 25 8:45 9 11 20 9:00 7 13 20 9:15 8 4 12 9:30 5 18 23 9:45 6 5 11 10:00 3 4 7 10:15 2 5 7 10:30 4 8 12 10:45 0 6 6 11:00 0 6 6 11:15 5 1 6 11:30 2 5 7 11:45 0 4 4 Total [PHONE REDACTED] Percent 45.9% 54.1% Peak 12:30 12:15 12:15 Volume 128 136 252 Peak Factor 0.696 0.739 0.788 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd north of SH-44 Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 Can Ada Road north of SH-44 Star, Idaho 3 7/13/2022 Southbound Northbound Time Total 12:00 AM 0 4 4 12:15 2 2 4 12:30 3 4 7 12:45 1 2 3 1:00 0 2 2 1:15 1 1 2 1:30 2 2 4 1:45 0 0 0 2:00 0 1 1 2:15 0 1 1 2:30 1 0 1 2:45 0 0 0 3:00 0 1 1 3:15 1 0 1 3:30 0 3 3 3:45 3 0 3 4:00 1 0 1 4:15 1 0 1 4:30 3 1 4 4:45 1 0 1 5:00 9 1 10 5:15 8 0 8 5:30 9 2 11 5:45 11 1 12 6:00 6 1 7 6:15 11 7 18 6:30 16 14 30 6:45 15 11 26 7:00 12 12 24 7:15 13 10 23 7:30 20 22 42 7:45 20 22 42 8:00 22 8 30 8:15 20 16 36 8:30 31 16 47 8:45 26 24 50 9:00 15 20 35 9:15 26 7 33 9:30 22 17 39 9:45 25 19 44 10:00 15 20 35 10:15 30 16 46 10:30 18 20 38 10:45 25 16 41 11:00 20 17 37 11:15 19 24 43 11:30 27 18 45 11:45 24 12 36 Total 535 397 932 Percent 57.4% 42.6% Peak 8:00 10:30 8:15 Volume 99 77 168 Peak Factor 0.798 0.802 0.840 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd north of SH-44 Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 Can Ada Road north of SH-44 Star, Idaho 4 7/13/2022 Southbound Northbound Time Total 12:00 PM 21 24 45 12:15 20 24 44 12:30 22 26 48 12:45 20 20 40 1:00 32 15 47 1:15 125 22 147 1:30 150 10 160 1:45 139 6 145 2:00 100 14 114 2:15 28 31 59 2:30 23 36 59 2:45 13 28 41 3:00 22 18 40 3:15 12 16 28 3:30 20 26 46 3:45 28 32 60 4:00 24 18 42 4:15 20 20 40 4:30 12 23 35 4:45 16 32 48 5:00 22 19 41 5:15 20 18 38 5:30 16 13 29 5:45 17 22 39 6:00 19 21 40 6:15 14 18 32 6:30 17 23 40 6:45 15 14 29 7:00 8 11 19 7:15 11 14 25 7:30 10 14 24 7:45 9 12 21 8:00 9 11 20 8:15 7 11 18 8:30 12 11 23 8:45 5 22 27 9:00 12 17 29 9:15 14 12 26 9:30 6 7 13 9:45 5 5 10 10:00 6 10 16 10:15 6 7 13 10:30 6 5 11 10:45 0 4 4 11:00 6 4 10 11:15 1 2 3 11:30 2 4 6 11:45 0 2 2 Total 1122 774 1896 Percent 59.2% 40.8% Peak 1:15 2:15 1:15 Volume 514 113 566 Peak Factor 0.857 0.785 0.884 Grand Total 3043 2620 5663 Percent 53.7% 46.3% AADT ADT: 2,832 AADT: 2,832 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of Lanktree Gulch Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Can Ada Road south of Lanktree Gulch Road Star, Idaho 1 6/28/2022 Southbound Northbound Time Total 12:00 AM 1 0 1 12:15 0 1 1 12:30 0 0 0 12:45 2 2 4 1:00 0 1 1 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 1 1 2:15 0 0 0 2:30 1 0 1 2:45 0 0 0 3:00 0 0 0 3:15 1 0 1 3:30 0 0 0 3:45 1 0 1 4:00 0 0 0 4:15 0 0 0 4:30 6 0 6 4:45 3 0 3 5:00 4 1 5 5:15 7 0 7 5:30 7 1 8 5:45 7 0 7 6:00 10 2 12 6:15 6 2 8 6:30 16 0 16 6:45 9 7 16 7:00 13 2 15 7:15 20 9 29 7:30 18 9 27 7:45 28 13 41 8:00 19 4 23 8:15 15 14 29 8:30 28 12 40 8:45 20 19 39 9:00 22 12 34 9:15 17 5 22 9:30 16 6 22 9:45 15 7 22 10:00 18 9 27 10:15 23 15 38 10:30 11 16 27 10:45 13 10 23 11:00 16 16 32 11:15 26 6 32 11:30 18 8 26 11:45 16 18 34 Total 453 228 681 Percent 66.5% 33.5% Peak 7:45 8:15 8:15 Volume 90 57 142 Peak Factor 0.804 0.750 0.888 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of Lanktree Gulch Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Can Ada Road south of Lanktree Gulch Road Star, Idaho 2 6/28/2022 Southbound Northbound Time Total 12:00 PM 18 14 32 12:15 8 18 26 12:30 9 14 23 12:45 24 14 38 1:00 30 22 52 1:15 20 12 32 1:30 16 20 36 1:45 12 13 25 2:00 10 16 26 2:15 12 17 29 2:30 16 16 32 2:45 16 26 42 3:00 20 19 39 3:15 6 16 22 3:30 15 21 36 3:45 14 17 31 4:00 16 14 30 4:15 22 22 44 4:30 19 18 37 4:45 16 15 31 5:00 14 20 34 5:15 24 29 53 5:30 13 30 43 5:45 14 12 26 6:00 10 30 40 6:15 17 16 33 6:30 7 11 18 6:45 12 15 27 7:00 5 15 20 7:15 9 10 19 7:30 12 14 26 7:45 10 11 21 8:00 7 21 28 8:15 10 14 24 8:30 5 9 14 8:45 5 10 15 9:00 2 12 14 9:15 6 8 14 9:30 7 13 20 9:45 4 4 8 10:00 3 6 9 10:15 0 6 6 10:30 3 0 3 10:45 3 1 4 11:00 3 1 4 11:15 2 1 3 11:30 2 2 4 11:45 0 1 1 Total [PHONE REDACTED] Percent 44.2% 55.8% Peak 12:45 5:15 5:15 Volume 90 101 162 Peak Factor 0.750 0.842 0.764 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of Lanktree Gulch Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Can Ada Road south of Lanktree Gulch Road Star, Idaho 3 6/29/2022 Southbound Northbound Time Total 12:00 AM 2 0 2 12:15 1 1 2 12:30 2 2 4 12:45 0 2 2 1:00 1 0 1 1:15 0 0 0 1:30 0 0 0 1:45 0 1 1 2:00 0 0 0 2:15 0 1 1 2:30 0 0 0 2:45 0 0 0 3:00 1 0 1 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 2 0 2 4:30 3 0 3 4:45 4 1 5 5:00 2 0 2 5:15 6 0 6 5:30 2 0 2 5:45 4 1 5 6:00 8 3 11 6:15 8 1 9 6:30 12 0 12 6:45 16 1 17 7:00 8 5 13 7:15 30 3 33 7:30 16 7 23 7:45 27 10 37 8:00 25 8 33 8:15 24 12 36 8:30 26 9 35 8:45 18 17 35 9:00 14 9 23 9:15 22 11 33 9:30 15 11 26 9:45 18 9 27 10:00 20 12 32 10:15 12 12 24 10:30 16 10 26 10:45 14 12 26 11:00 18 14 32 11:15 16 10 26 11:30 21 13 34 11:45 14 15 29 Total 448 223 671 Percent 66.8% 33.2% Peak 7:45 11:00 7:45 Volume 102 52 141 Peak Factor 0.944 0.867 0.953 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of Lanktree Gulch Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Can Ada Road south of Lanktree Gulch Road Star, Idaho 4 6/29/2022 Southbound Northbound Time Total 12:00 PM 10 8 18 12:15 14 16 30 12:30 15 12 27 12:45 14 17 31 1:00 8 11 19 1:15 14 13 27 1:30 10 18 28 1:45 13 16 29 2:00 13 14 27 2:15 10 16 26 2:30 16 14 30 2:45 17 18 35 3:00 8 14 22 3:15 16 20 36 3:30 16 22 38 3:45 22 18 40 4:00 8 22 30 4:15 15 17 32 4:30 14 22 36 4:45 16 22 38 5:00 9 24 33 5:15 24 26 50 5:30 12 18 30 5:45 9 30 39 6:00 6 30 36 6:15 17 18 35 6:30 19 21 40 6:45 13 23 36 7:00 10 17 27 7:15 11 28 39 7:30 10 4 14 7:45 8 12 20 8:00 10 14 24 8:15 5 9 14 8:30 4 6 10 8:45 4 7 11 9:00 3 9 12 9:15 5 5 10 9:30 9 9 18 9:45 6 5 11 10:00 8 6 14 10:15 5 2 7 10:30 8 7 15 10:45 4 2 6 11:00 3 5 8 11:15 0 4 4 11:30 0 4 4 11:45 0 1 1 Total [PHONE REDACTED] Percent 42.1% 57.9% Peak 4:30 5:15 4:30 Volume 63 104 157 Peak Factor 0.656 0.867 0.785 Grand Total 1920 1793 3713 Percent 51.7% 48.3% AADT ADT: 1,856 AADT: 1,856 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of New Hope Rd Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 Can Ada Road south of New Hope Road Star, Idaho 1 7/12/2022 Southbound Northbound Time Total 12:00 AM 0 3 3 12:15 3 0 3 12:30 1 3 4 12:45 1 2 3 1:00 1 0 1 1:15 1 2 3 1:30 0 1 1 1:45 1 0 1 2:00 0 1 1 2:15 1 0 1 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 2 0 2 4:00 0 0 0 4:15 1 0 1 4:30 1 0 1 4:45 4 0 4 5:00 6 0 6 5:15 4 0 4 5:30 4 5 9 5:45 3 3 6 6:00 8 1 9 6:15 4 6 10 6:30 6 8 14 6:45 5 5 10 7:00 5 12 17 7:15 11 23 34 7:30 21 18 39 7:45 18 14 32 8:00 24 18 42 8:15 26 18 44 8:30 22 16 38 8:45 20 27 47 9:00 26 27 53 9:15 34 15 49 9:30 10 24 34 9:45 22 22 44 10:00 14 22 36 10:15 26 22 48 10:30 26 26 52 10:45 21 16 37 11:00 19 20 39 11:15 16 16 32 11:30 30 43 73 11:45 26 24 50 Total 474 463 937 Percent 50.6% 49.4% Peak 8:30 11:00 11:00 Volume 102 103 194 Peak Factor 0.750 0.599 0.664 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of New Hope Rd Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 Can Ada Road south of New Hope Road Star, Idaho 2 7/12/2022 Southbound Northbound Time Total 12:00 PM 22 24 46 12:15 36 34 70 12:30 25 28 53 12:45 26 25 51 1:00 24 28 52 1:15 31 18 49 1:30 24 35 59 1:45 28 30 58 2:00 24 23 47 2:15 11 28 39 2:30 31 15 46 2:45 20 28 48 3:00 16 12 28 3:15 6 23 29 3:30 18 16 34 3:45 22 26 48 4:00 20 20 40 4:15 16 17 33 4:30 12 22 34 4:45 19 10 29 5:00 22 12 34 5:15 16 22 38 5:30 15 16 31 5:45 20 14 34 6:00 10 12 22 6:15 10 18 28 6:30 1 11 12 6:45 7 14 21 7:00 9 12 21 7:15 8 2 10 7:30 9 6 15 7:45 10 10 20 8:00 9 6 15 8:15 8 9 17 8:30 7 11 18 8:45 7 11 18 9:00 7 13 20 9:15 5 4 9 9:30 4 12 16 9:45 6 7 13 10:00 1 1 2 10:15 1 5 6 10:30 4 2 6 10:45 1 2 3 11:00 1 2 3 11:15 2 1 3 11:30 2 2 4 11:45 0 2 2 Total [PHONE REDACTED] Percent 47.5% 52.5% Peak 12:15 1:30 12:15 Volume 111 116 226 Peak Factor 0.771 0.829 0.807 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of New Hope Rd Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 Can Ada Road south of New Hope Road Star, Idaho 3 7/13/2022 Southbound Northbound Time Total 12:00 AM 0 3 3 12:15 2 0 2 12:30 1 3 4 12:45 1 1 2 1:00 0 0 0 1:15 1 2 3 1:30 1 0 1 1:45 0 0 0 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 2 1 3 3:15 0 0 0 3:30 0 0 0 3:45 2 0 2 4:00 1 0 1 4:15 0 0 0 4:30 1 0 1 4:45 1 0 1 5:00 8 0 8 5:15 3 0 3 5:30 5 1 6 5:45 4 1 5 6:00 4 0 4 6:15 6 5 11 6:30 10 5 15 6:45 8 8 16 7:00 6 8 14 7:15 7 9 16 7:30 10 12 22 7:45 18 17 35 8:00 16 12 28 8:15 22 6 28 8:30 28 12 40 8:45 16 15 31 9:00 12 12 24 9:15 16 9 25 9:30 22 13 35 9:45 19 14 33 10:00 16 14 30 10:15 20 10 30 10:30 13 15 28 10:45 22 10 32 11:00 16 16 32 11:15 24 23 47 11:30 20 26 46 11:45 23 8 31 Total 407 291 698 Percent 58.3% 41.7% Peak 7:45 10:45 10:45 Volume 84 75 157 Peak Factor 0.750 0.721 0.835 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of New Hope Rd Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 Can Ada Road south of New Hope Road Star, Idaho 4 7/13/2022 Southbound Northbound Time Total 12:00 PM 22 18 40 12:15 30 16 46 12:30 20 20 40 12:45 13 27 40 1:00 20 13 33 1:15 22 32 54 1:30 14 28 42 1:45 36 26 62 2:00 14 32 46 2:15 16 23 39 2:30 14 32 46 2:45 18 16 34 3:00 16 18 34 3:15 22 24 46 3:30 13 22 35 3:45 16 22 38 4:00 26 21 47 4:15 10 19 29 4:30 27 18 45 4:45 12 33 45 5:00 22 13 35 5:15 20 18 38 5:30 19 12 31 5:45 16 17 33 6:00 18 23 41 6:15 7 17 24 6:30 11 18 29 6:45 6 4 10 7:00 4 7 11 7:15 8 8 16 7:30 12 6 18 7:45 6 12 18 8:00 7 8 15 8:15 9 8 17 8:30 10 6 16 8:45 6 12 18 9:00 5 13 18 9:15 10 9 19 9:30 3 9 12 9:45 3 1 4 10:00 4 5 9 10:15 10 2 12 10:30 6 4 10 10:45 1 3 4 11:00 4 1 5 11:15 2 0 2 11:30 2 1 3 11:45 0 1 1 Total [PHONE REDACTED] Percent 46.7% 53.3% Peak 1:00 1:15 1:15 Volume 92 118 204 Peak Factor 0.639 0.922 0.823 Grand Total 2126 2153 4279 Percent 49.7% 50.3% AADT ADT: 2,140 AADT: 2,140 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of Purple Sage Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Can Ada Road south of Purple Sage Road Star, Idaho 1 6/28/2022 Southbound Northbound Time Total 12:00 AM 0 3 3 12:15 1 1 2 12:30 0 0 0 12:45 1 1 2 1:00 0 1 1 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 0 0 0 2:30 1 0 1 2:45 0 0 0 3:00 0 0 0 3:15 1 0 1 3:30 0 0 0 3:45 1 0 1 4:00 0 0 0 4:15 0 0 0 4:30 4 1 5 4:45 3 0 3 5:00 4 1 5 5:15 7 1 8 5:30 5 1 6 5:45 4 0 4 6:00 8 3 11 6:15 6 4 10 6:30 14 0 14 6:45 9 3 12 7:00 10 2 12 7:15 16 6 22 7:30 18 4 22 7:45 21 12 33 8:00 20 6 26 8:15 16 11 27 8:30 25 8 33 8:45 15 13 28 9:00 10 11 21 9:15 17 4 21 9:30 14 5 19 9:45 14 4 18 10:00 14 6 20 10:15 19 11 30 10:30 10 15 25 10:45 15 4 19 11:00 10 11 21 11:15 17 5 22 11:30 16 4 20 11:45 14 14 28 Total 380 176 556 Percent 68.3% 31.7% Peak 7:45 8:15 7:45 Volume 82 43 119 Peak Factor 0.820 0.827 0.902 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of Purple Sage Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Can Ada Road south of Purple Sage Road Star, Idaho 2 6/28/2022 Southbound Northbound Time Total 12:00 PM 9 9 18 12:15 5 16 21 12:30 5 13 18 12:45 20 6 26 1:00 14 20 34 1:15 10 8 18 1:30 12 16 28 1:45 10 11 21 2:00 8 9 17 2:15 8 12 20 2:30 14 11 25 2:45 10 20 30 3:00 17 12 29 3:15 8 12 20 3:30 12 19 31 3:45 12 16 28 4:00 12 12 24 4:15 15 14 29 4:30 11 14 25 4:45 10 14 24 5:00 12 18 30 5:15 17 22 39 5:30 11 28 39 5:45 8 13 21 6:00 11 23 34 6:15 11 18 29 6:30 6 10 16 6:45 9 15 24 7:00 5 12 17 7:15 7 10 17 7:30 7 13 20 7:45 6 9 15 8:00 6 16 22 8:15 6 11 17 8:30 4 9 13 8:45 4 7 11 9:00 2 13 15 9:15 5 7 12 9:30 4 11 15 9:45 1 3 4 10:00 0 6 6 10:15 0 4 4 10:30 2 0 2 10:45 2 1 3 11:00 3 1 4 11:15 2 0 2 11:30 4 4 8 11:45 0 0 0 Total 377 548 925 Percent 40.8% 59.2% Peak 12:45 5:15 5:15 Volume 56 86 133 Peak Factor 0.700 0.768 0.853 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of Purple Sage Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Can Ada Road south of Purple Sage Road Star, Idaho 3 6/29/2022 Southbound Northbound Time Total 12:00 AM 2 0 2 12:15 1 1 2 12:30 1 1 2 12:45 0 2 2 1:00 0 0 0 1:15 0 0 0 1:30 0 0 0 1:45 0 1 1 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 1 0 1 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 2 0 2 4:30 2 0 2 4:45 4 0 4 5:00 3 1 4 5:15 5 0 5 5:30 3 0 3 5:45 2 2 4 6:00 3 4 7 6:15 5 1 6 6:30 9 1 10 6:45 12 2 14 7:00 8 4 12 7:15 30 4 34 7:30 15 5 20 7:45 25 4 29 8:00 25 6 31 8:15 20 10 30 8:30 26 10 36 8:45 12 12 24 9:00 12 11 23 9:15 18 6 24 9:30 14 9 23 9:45 13 9 22 10:00 10 4 14 10:15 12 12 24 10:30 9 10 19 10:45 11 6 17 11:00 14 14 28 11:15 16 8 24 11:30 12 12 24 11:45 10 14 24 Total 367 186 553 Percent 66.4% 33.6% Peak 7:45 11:00 7:45 Volume 96 48 126 Peak Factor 0.923 0.857 0.875 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Can Ada Rd S of Purple Sage Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Can Ada Road south of Purple Sage Road Star, Idaho 4 6/29/2022 Southbound Northbound Time Total 12:00 PM 6 8 14 12:15 15 12 27 12:30 9 9 18 12:45 11 13 24 1:00 6 10 16 1:15 11 10 21 1:30 9 14 23 1:45 11 15 26 2:00 14 14 28 2:15 10 10 20 2:30 10 9 19 2:45 10 16 26 3:00 4 11 15 3:15 10 16 26 3:30 14 21 35 3:45 16 18 34 4:00 6 16 22 4:15 14 18 32 4:30 11 19 30 4:45 8 22 30 5:00 10 21 31 5:15 18 24 42 5:30 11 16 27 5:45 6 32 38 6:00 5 27 32 6:15 15 14 29 6:30 14 16 30 6:45 8 17 25 7:00 5 10 15 7:15 8 22 30 7:30 6 5 11 7:45 6 11 17 8:00 5 7 12 8:15 4 7 11 8:30 2 2 4 8:45 1 4 5 9:00 1 6 7 9:15 7 4 11 9:30 8 8 16 9:45 3 6 9 10:00 4 6 10 10:15 4 0 4 10:30 8 8 16 10:45 4 1 5 11:00 3 5 8 11:15 0 3 3 11:30 0 3 3 11:45 0 0 0 Total 371 566 937 Percent 39.6% 60.4% Peak 3:30 5:15 5:15 Volume 50 99 139 Peak Factor 0.781 0.773 0.827 Grand Total 1495 1476 2971 Percent 50.3% 49.7% AADT ADT: 1,486 AADT: 1,486 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KIYY0277 Deep Canyon Dr W of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: AxleHits / 2 Deep Canyon Drive west of SH-16 Star, Idaho 1 6/14/2022 Westbound Eastbound Time Total 12:00 AM 0 0 0 12:15 3 0 3 12:30 1 0 1 12:45 1 0 1 1:00 1 1 2 1:15 2 0 2 1:30 0 0 0 1:45 0 0 0 2:00 1 0 1 2:15 0 0 0 2:30 0 0 0 2:45 0 1 1 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 0 0 4:30 0 1 1 4:45 0 2 2 5:00 0 5 5 5:15 0 2 2 5:30 1 5 6 5:45 2 4 6 6:00 1 1 2 6:15 0 7 7 6:30 1 6 7 6:45 3 9 12 7:00 1 13 14 7:15 2 11 13 7:30 8 14 22 7:45 9 12 21 8:00 5 18 23 8:15 9 15 24 8:30 8 14 22 8:45 5 26 31 9:00 9 12 21 9:15 8 16 24 9:30 4 21 25 9:45 5 11 16 10:00 10 11 21 10:15 13 19 32 10:30 7 19 26 10:45 12 12 24 11:00 10 12 22 11:15 16 7 23 11:30 21 14 35 11:45 15 17 32 Total 194 338 532 Percent 36.5% 63.5% Peak 11:00 8:45 11:00 Volume 62 75 112 Peak Factor 0.738 0.721 0.800 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KIYY0277 Deep Canyon Dr W of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: AxleHits / 2 Deep Canyon Drive west of SH-16 Star, Idaho 2 6/14/2022 Westbound Eastbound Time Total 12:00 PM 14 6 20 12:15 12 13 25 12:30 17 14 31 12:45 11 18 29 1:00 23 12 35 1:15 12 19 31 1:30 5 20 25 1:45 6 8 14 2:00 17 13 30 2:15 13 15 28 2:30 14 12 26 2:45 13 5 18 3:00 8 12 20 3:15 9 17 26 3:30 18 11 29 3:45 18 17 35 4:00 20 12 32 4:15 19 3 22 4:30 21 9 30 4:45 8 7 15 5:00 14 9 23 5:15 13 12 25 5:30 11 14 25 5:45 17 13 30 6:00 18 4 22 6:15 14 6 20 6:30 7 10 17 6:45 9 6 15 7:00 13 4 17 7:15 8 7 15 7:30 7 4 11 7:45 5 6 11 8:00 7 2 9 8:15 7 2 9 8:30 2 1 3 8:45 6 2 8 9:00 13 2 15 9:15 6 1 7 9:30 11 1 12 9:45 5 1 6 10:00 3 2 5 10:15 2 0 2 10:30 2 1 3 10:45 1 0 1 11:00 1 0 1 11:15 2 1 3 11:30 1 2 3 11:45 2 0 2 Total 485 356 841 Percent 57.7% 42.3% Peak 3:45 12:45 12:30 Volume 78 69 126 Peak Factor 0.929 0.863 0.900 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KIYY0277 Deep Canyon Dr W of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: AxleHits / 2 Deep Canyon Drive west of SH-16 Star, Idaho 3 6/15/2022 Westbound Eastbound Time Total 12:00 AM 4 1 5 12:15 1 1 2 12:30 0 0 0 12:45 0 0 0 1:00 1 0 1 1:15 1 3 4 1:30 1 4 5 1:45 0 0 0 2:00 1 0 1 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 1 1 3:30 0 0 0 3:45 1 1 2 4:00 0 0 0 4:15 0 2 2 4:30 0 3 3 4:45 0 1 1 5:00 0 4 4 5:15 1 1 2 5:30 0 5 5 5:45 1 3 4 6:00 1 3 4 6:15 0 4 4 6:30 0 8 8 6:45 2 10 12 7:00 4 5 9 7:15 2 15 17 7:30 3 9 12 7:45 6 8 14 8:00 3 8 11 8:15 5 10 15 8:30 7 11 18 8:45 8 16 24 9:00 6 26 32 9:15 8 9 17 9:30 10 18 28 9:45 9 14 23 10:00 9 13 22 10:15 11 15 26 10:30 9 11 20 10:45 12 15 27 11:00 9 12 21 11:15 8 11 19 11:30 8 18 26 11:45 10 6 16 Total 162 305 467 Percent 34.7% 65.3% Peak 10:00 8:45 8:45 Volume 41 69 101 Peak Factor 0.854 0.663 0.789 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KIYY0277 Deep Canyon Dr W of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: AxleHits / 2 Deep Canyon Drive west of SH-16 Star, Idaho 4 6/15/2022 Westbound Eastbound Time Total 12:00 PM 13 11 24 12:15 6 16 22 12:30 13 16 29 12:45 15 6 21 1:00 10 14 24 1:15 10 14 24 1:30 12 13 25 1:45 13 13 26 2:00 7 7 14 2:15 9 10 19 2:30 10 11 21 2:45 14 17 31 3:00 12 14 26 3:15 16 15 31 3:30 15 16 31 3:45 15 11 26 4:00 17 19 36 4:15 15 6 21 4:30 15 6 21 4:45 18 7 25 5:00 17 11 28 5:15 22 11 33 5:30 12 6 18 5:45 21 8 29 6:00 16 5 21 6:15 15 6 21 6:30 14 10 24 6:45 14 6 20 7:00 12 13 25 7:15 15 2 17 7:30 9 2 11 7:45 7 11 18 8:00 10 5 15 8:15 9 7 16 8:30 11 4 15 8:45 4 4 8 9:00 7 5 12 9:15 7 7 14 9:30 8 9 17 9:45 5 3 8 10:00 8 2 10 10:15 6 2 8 10:30 5 1 6 10:45 3 0 3 11:00 5 1 6 11:15 1 2 3 11:30 5 1 6 11:45 2 1 3 Total 525 387 912 Percent 57.6% 42.4% Peak 4:30 2:45 3:15 Volume 72 62 124 Peak Factor 0.818 0.912 0.861 Grand Total 1366 1386 2752 Percent 49.6% 50.4% AADT ADT: 1,376 AADT: 1,376 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Deer Canyon N of Purple Sage-2 Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Deer Canyon north of Purple Sage Star, Idaho 1 7/12/2022 Southbound Northbound Time Total 12:00 AM * * 0 12:15 * * 0 12:30 * * 0 12:45 * * 0 1:00 0 0 0 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 1 0 1 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 2 2 3:45 0 0 0 4:00 0 0 0 4:15 0 0 0 4:30 0 0 0 4:45 0 0 0 5:00 0 0 0 5:15 0 0 0 5:30 0 1 1 5:45 1 0 1 6:00 1 1 2 6:15 0 0 0 6:30 1 2 3 6:45 0 2 2 7:00 1 0 1 7:15 0 3 3 7:30 1 4 5 7:45 1 1 2 8:00 2 1 3 8:15 2 1 3 8:30 0 0 0 8:45 1 0 1 9:00 2 1 3 9:15 0 1 1 9:30 1 2 3 9:45 2 2 4 10:00 1 2 3 10:15 2 0 2 10:30 1 0 1 10:45 2 2 4 11:00 1 2 3 11:15 2 0 2 11:30 2 0 2 11:45 1 2 3 Total 29 32 61 Percent 47.5% 52.5% Peak 10:45 6:45 7:15 Volume 7 9 13 Peak Factor 0.875 0.563 0.650 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Deer Canyon N of Purple Sage-2 Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Deer Canyon north of Purple Sage Star, Idaho 2 7/12/2022 Southbound Northbound Time Total 12:00 PM 4 2 6 12:15 3 0 3 12:30 2 4 6 12:45 2 4 6 1:00 3 2 5 1:15 0 4 4 1:30 0 0 0 1:45 0 2 2 2:00 3 0 3 2:15 1 0 1 2:30 2 2 4 2:45 3 1 4 3:00 1 0 1 3:15 1 0 1 3:30 0 0 0 3:45 4 4 8 4:00 1 0 1 4:15 2 1 3 4:30 2 1 3 4:45 2 3 5 5:00 2 3 5 5:15 3 2 5 5:30 4 0 4 5:45 2 2 4 6:00 5 0 5 6:15 1 2 3 6:30 1 1 2 6:45 2 1 3 7:00 1 1 2 7:15 2 0 2 7:30 3 1 4 7:45 3 1 4 8:00 1 1 2 8:15 0 2 2 8:30 2 1 3 8:45 0 2 2 9:00 2 2 4 9:15 1 2 3 9:30 0 0 0 9:45 1 0 1 10:00 0 0 0 10:15 0 1 1 10:30 0 0 0 10:45 0 0 0 11:00 0 0 0 11:15 0 0 0 11:30 0 0 0 11:45 4 0 4 Total 76 55 131 Percent 58.0% 42.0% Peak 5:15 12:30 12:00 PM Volume 14 14 21 Peak Factor 0.700 0.875 0.875 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Deer Canyon N of Purple Sage-2 Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Deer Canyon north of Purple Sage Star, Idaho 3 7/13/2022 Southbound Northbound Time Total 12:00 AM 1 0 1 12:15 0 1 1 12:30 0 0 0 12:45 0 1 1 1:00 0 0 0 1:15 0 0 0 1:30 0 0 0 1:45 1 0 1 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 0 0 4:30 0 0 0 4:45 0 0 0 5:00 1 0 1 5:15 0 0 0 5:30 0 1 1 5:45 0 0 0 6:00 1 1 2 6:15 0 0 0 6:30 1 1 2 6:45 0 4 4 7:00 1 0 1 7:15 2 3 5 7:30 1 2 3 7:45 1 0 1 8:00 0 1 1 8:15 1 0 1 8:30 1 5 6 8:45 3 1 4 9:00 2 2 4 9:15 0 1 1 9:30 1 0 1 9:45 1 2 3 10:00 2 0 2 10:15 1 3 4 10:30 6 1 7 10:45 0 1 1 11:00 5 4 9 11:15 4 0 4 11:30 1 2 3 11:45 0 1 1 Total 38 38 76 Percent 50.0% 50.0% Peak 10:30 6:45 10:15 Volume 15 9 21 Peak Factor 0.625 0.563 0.583 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Deer Canyon N of Purple Sage-2 Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Deer Canyon north of Purple Sage Star, Idaho 4 7/13/2022 Southbound Northbound Time Total 12:00 PM 0 2 2 12:15 0 1 1 12:30 4 2 6 12:45 1 2 3 1:00 2 2 4 1:15 1 4 5 1:30 6 3 9 1:45 4 0 4 2:00 2 1 3 2:15 0 1 1 2:30 1 1 2 2:45 1 1 2 3:00 2 3 5 3:15 6 1 7 3:30 2 1 3 3:45 4 3 7 4:00 6 6 12 4:15 3 0 3 4:30 4 4 8 4:45 4 1 5 5:00 2 2 4 5:15 2 1 3 5:30 3 0 3 5:45 3 2 5 6:00 1 0 1 6:15 1 1 2 6:30 2 3 5 6:45 1 0 1 7:00 0 0 0 7:15 1 2 3 7:30 0 1 1 7:45 0 0 0 8:00 1 1 2 8:15 2 1 3 8:30 1 1 2 8:45 1 2 3 9:00 0 4 4 9:15 1 1 2 9:30 1 1 2 9:45 0 0 0 10:00 0 0 0 10:15 0 0 0 10:30 0 0 0 10:45 0 0 0 11:00 0 0 0 11:15 0 2 2 11:30 1 1 2 11:45 0 1 1 Total 77 66 143 Percent 53.8% 46.2% Peak 3:15 3:45 3:45 Volume 18 13 30 Peak Factor 0.750 0.542 0.625 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Deer Canyon N of Purple Sage-2 Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Deer Canyon north of Purple Sage Star, Idaho 5 7/14/2022 Southbound Northbound Time Total 12:00 AM 0 0 0 12:15 0 1 1 12:30 0 0 0 12:45 0 0 0 1:00 * * 0 1:15 * * 0 1:30 * * 0 1:45 * * 0 2:00 * * 0 2:15 * * 0 2:30 * * 0 2:45 * * 0 3:00 * * 0 3:15 * * 0 3:30 * * 0 3:45 * * 0 4:00 * * 0 4:15 * * 0 4:30 * * 0 4:45 * * 0 5:00 * * 0 5:15 * * 0 5:30 * * 0 5:45 * * 0 6:00 * * 0 6:15 * * 0 6:30 * * 0 6:45 * * 0 7:00 * * 0 7:15 * * 0 7:30 * * 0 7:45 * * 0 8:00 * * 0 8:15 * * 0 8:30 * * 0 8:45 * * 0 9:00 * * 0 9:15 * * 0 9:30 * * 0 9:45 * * 0 10:00 * * 0 10:15 * * 0 10:30 * * 0 10:45 * * 0 11:00 * * 0 11:15 * * 0 11:30 * * 0 11:45 * * 0 Total 0 1 1 Percent 0.0% 100.0% Peak 12:00 AM 12:00 AM Volume 1 1 Peak Factor 0.250 0.250 Grand Total 220 192 412 Percent 53.4% 46.6% AADT ADT: 219 AADT: 219 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of Plummer Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road east of Plummer Road Star, Idaho 1 6/14/2022 Westbound Eastbound Time Total 12:00 AM 3 2 5 12:15 3 0 3 12:30 3 1 4 12:45 0 0 0 1:00 0 1 1 1:15 1 0 1 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 1 1 2 2:30 1 0 1 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 1 1 3:45 0 1 1 4:00 0 0 0 4:15 0 1 1 4:30 0 0 0 4:45 0 0 0 5:00 0 7 7 5:15 0 4 4 5:30 0 2 2 5:45 0 5 5 6:00 1 6 7 6:15 4 6 10 6:30 1 11 12 6:45 6 14 20 7:00 1 28 29 7:15 9 26 35 7:30 14 24 38 7:45 11 29 40 8:00 15 28 43 8:15 11 32 43 8:30 12 31 43 8:45 16 20 36 9:00 15 17 32 9:15 10 22 32 9:30 7 20 27 9:45 12 22 34 10:00 10 20 30 10:15 21 22 43 10:30 12 30 42 10:45 24 14 38 11:00 20 24 44 11:15 18 19 37 11:30 27 26 53 11:45 22 24 46 Total 311 541 852 Percent 36.5% 63.5% Peak 10:45 7:45 11:00 Volume 89 120 180 Peak Factor 0.824 0.938 0.849 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of Plummer Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road east of Plummer Road Star, Idaho 2 6/14/2022 Westbound Eastbound Time Total 12:00 PM 32 21 53 12:15 27 14 41 12:30 22 29 51 12:45 27 23 50 1:00 24 26 50 1:15 20 24 44 1:30 20 16 36 1:45 22 24 46 2:00 22 24 46 2:15 23 18 41 2:30 24 28 52 2:45 22 18 40 3:00 32 16 48 3:15 32 21 53 3:30 28 26 54 3:45 33 20 53 4:00 35 26 61 4:15 30 23 53 4:30 34 15 49 4:45 41 11 52 5:00 38 20 58 5:15 47 28 75 5:30 51 14 65 5:45 46 20 66 6:00 22 15 37 6:15 32 14 46 6:30 12 12 24 6:45 10 15 25 7:00 21 13 34 7:15 12 9 21 7:30 18 8 26 7:45 17 8 25 8:00 15 5 20 8:15 15 9 24 8:30 10 11 21 8:45 13 3 16 9:00 11 10 21 9:15 20 3 23 9:30 8 11 19 9:45 10 4 14 10:00 6 3 9 10:15 4 6 10 10:30 6 4 10 10:45 2 1 3 11:00 4 0 4 11:15 2 1 3 11:30 0 0 0 11:45 1 0 1 Total 1003 670 1673 Percent 60.0% 40.0% Peak 5:00 12:30 5:00 Volume 182 102 264 Peak Factor 0.892 0.879 0.880 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of Plummer Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road east of Plummer Road Star, Idaho 3 6/15/2022 Westbound Eastbound Time Total 12:00 AM 0 0 0 12:15 4 0 4 12:30 0 1 1 12:45 0 0 0 1:00 0 2 2 1:15 0 0 0 1:30 0 1 1 1:45 0 0 0 2:00 1 0 1 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 1 1 4:15 1 2 3 4:30 0 0 0 4:45 0 4 4 5:00 0 6 6 5:15 1 4 5 5:30 0 4 4 5:45 1 3 4 6:00 4 6 10 6:15 0 6 6 6:30 4 13 17 6:45 4 8 12 7:00 2 32 34 7:15 3 29 32 7:30 6 27 33 7:45 8 18 26 8:00 6 22 28 8:15 6 16 22 8:30 13 26 39 8:45 18 29 47 9:00 11 24 35 9:15 20 27 47 9:30 10 22 32 9:45 17 20 37 10:00 12 24 36 10:15 12 20 32 10:30 13 20 33 10:45 20 24 44 11:00 10 26 36 11:15 14 21 35 11:30 22 20 42 11:45 28 34 62 Total 271 542 813 Percent 33.3% 66.7% Peak 11:00 7:00 11:00 Volume 74 106 175 Peak Factor 0.661 0.828 0.706 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of Plummer Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road east of Plummer Road Star, Idaho 4 6/15/2022 Westbound Eastbound Time Total 12:00 PM 27 18 45 12:15 19 29 48 12:30 25 38 63 12:45 25 19 44 1:00 15 24 39 1:15 21 20 41 1:30 30 22 52 1:45 19 26 45 2:00 18 20 38 2:15 15 19 34 2:30 24 14 38 2:45 24 18 42 3:00 21 15 36 3:15 38 24 62 3:30 37 24 61 3:45 30 22 52 4:00 34 22 56 4:15 40 16 56 4:30 44 22 66 4:45 61 33 94 5:00 41 19 60 5:15 53 22 75 5:30 52 12 64 5:45 58 14 72 6:00 49 12 61 6:15 31 22 53 6:30 21 21 42 6:45 22 17 39 7:00 21 27 48 7:15 19 23 42 7:30 8 8 16 7:45 12 6 18 8:00 9 10 19 8:15 12 9 21 8:30 23 12 35 8:45 12 10 22 9:00 15 10 25 9:15 25 4 29 9:30 9 4 13 9:45 5 4 9 10:00 7 5 12 10:15 8 4 12 10:30 7 4 11 10:45 6 2 8 11:00 1 0 1 11:15 0 1 1 11:30 1 1 2 11:45 4 0 4 Total 1098 728 1826 Percent 60.1% 39.9% Peak 5:15 12:15 4:30 Volume 212 110 295 Peak Factor 0.914 0.724 0.785 Grand Total 2683 2481 5164 Percent 52.0% 48.0% AADT ADT: 2,582 AADT: 2,582 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of SH-16-2 Type: Volume / Direction Start Date: 7/11/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Floating Feather Road east of SH-16 Star, Idaho 1 7/11/2022 Westbound Eastbound Time Total 12:00 AM * * 0 12:15 * * 0 12:30 * * 0 12:45 * * 0 1:00 * * 0 1:15 * * 0 1:30 * * 0 1:45 * * 0 2:00 * * 0 2:15 * * 0 2:30 * * 0 2:45 * * 0 3:00 * * 0 3:15 * * 0 3:30 * * 0 3:45 * * 0 4:00 * * 0 4:15 * * 0 4:30 * * 0 4:45 * * 0 5:00 * * 0 5:15 * * 0 5:30 * * 0 5:45 * * 0 6:00 * * 0 6:15 * * 0 6:30 * * 0 6:45 * * 0 7:00 * * 0 7:15 * * 0 7:30 * * 0 7:45 * * 0 8:00 * * 0 8:15 * * 0 8:30 * * 0 8:45 * * 0 9:00 * * 0 9:15 * * 0 9:30 * * 0 9:45 * * 0 10:00 * * 0 10:15 * * 0 10:30 * * 0 10:45 * * 0 11:00 * * 0 11:15 * * 0 11:30 * * 0 11:45 * * 0 Total 0 0 0 Percent - - Peak Volume Peak Factor ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of SH-16-2 Type: Volume / Direction Start Date: 7/11/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Floating Feather Road east of SH-16 Star, Idaho 2 7/11/2022 Westbound Eastbound Time Total 12:00 PM * * 0 12:15 * * 0 12:30 * * 0 12:45 * * 0 1:00 * * 0 1:15 * * 0 1:30 * * 0 1:45 * * 0 2:00 * * 0 2:15 * * 0 2:30 * * 0 2:45 * * 0 3:00 * * 0 3:15 * * 0 3:30 * * 0 3:45 * * 0 4:00 * * 0 4:15 * * 0 4:30 * * 0 4:45 * * 0 5:00 * * 0 5:15 * * 0 5:30 * * 0 5:45 * * 0 6:00 * * 0 6:15 * * 0 6:30 * * 0 6:45 * * 0 7:00 * * 0 7:15 * * 0 7:30 * * 0 7:45 * * 0 8:00 * * 0 8:15 * * 0 8:30 * * 0 8:45 * * 0 9:00 * * 0 9:15 * * 0 9:30 * * 0 9:45 * * 0 10:00 * * 0 10:15 * * 0 10:30 * * 0 10:45 7 5 12 11:00 5 2 7 11:15 2 1 3 11:30 4 5 9 11:45 3 2 5 Total 21 15 36 Percent 58.3% 41.7% Peak 10:45 10:45 10:45 Volume 18 13 31 Peak Factor 0.643 0.650 0.646 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of SH-16-2 Type: Volume / Direction Start Date: 7/11/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Floating Feather Road east of SH-16 Star, Idaho 3 7/12/2022 Westbound Eastbound Time Total 12:00 AM 0 0 0 12:15 0 1 1 12:30 1 1 2 12:45 0 0 0 1:00 1 0 1 1:15 1 0 1 1:30 1 0 1 1:45 1 1 2 2:00 0 0 0 2:15 1 0 1 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 1 0 1 4:30 0 0 0 4:45 0 2 2 5:00 0 1 1 5:15 2 4 6 5:30 4 1 5 5:45 4 10 14 6:00 3 11 14 6:15 3 11 14 6:30 5 18 23 6:45 5 22 27 7:00 7 19 26 7:15 11 32 43 7:30 12 35 47 7:45 20 30 50 8:00 10 32 42 8:15 7 21 28 8:30 17 25 42 8:45 16 30 46 9:00 10 24 34 9:15 16 18 34 9:30 10 14 24 9:45 14 16 30 10:00 10 17 27 10:15 10 16 26 10:30 13 28 41 10:45 16 17 33 11:00 24 10 34 11:15 6 14 20 11:30 16 10 26 11:45 11 11 22 Total 289 502 791 Percent 36.5% 63.5% Peak 10:15 7:15 7:15 Volume 63 129 182 Peak Factor 0.656 0.921 0.910 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of SH-16-2 Type: Volume / Direction Start Date: 7/11/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Floating Feather Road east of SH-16 Star, Idaho 4 7/12/2022 Westbound Eastbound Time Total 12:00 PM 16 15 31 12:15 15 14 29 12:30 16 10 26 12:45 22 12 34 1:00 9 19 28 1:15 19 17 36 1:30 12 8 20 1:45 28 14 42 2:00 15 24 39 2:15 10 24 34 2:30 21 9 30 2:45 18 12 30 3:00 22 20 42 3:15 30 12 42 3:30 24 16 40 3:45 29 16 45 4:00 24 13 37 4:15 22 18 40 4:30 42 5 47 4:45 34 10 44 5:00 46 18 64 5:15 56 18 74 5:30 52 10 62 5:45 52 16 68 6:00 32 16 48 6:15 20 10 30 6:30 26 6 32 6:45 24 10 34 7:00 15 11 26 7:15 16 12 28 7:30 7 6 13 7:45 10 10 20 8:00 14 9 23 8:15 23 12 35 8:30 8 7 15 8:45 8 5 13 9:00 8 5 13 9:15 14 4 18 9:30 5 5 10 9:45 5 4 9 10:00 0 4 4 10:15 4 3 7 10:30 5 5 10 10:45 5 10 15 11:00 8 6 14 11:15 2 1 3 11:30 1 0 1 11:45 2 1 3 Total [PHONE REDACTED] Percent 63.6% 36.4% Peak 5:00 1:45 5:00 Volume 206 71 268 Peak Factor 0.920 0.740 0.905 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of SH-16-2 Type: Volume / Direction Start Date: 7/11/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Floating Feather Road east of SH-16 Star, Idaho 5 7/13/2022 Westbound Eastbound Time Total 12:00 AM 1 1 2 12:15 0 3 3 12:30 1 2 3 12:45 2 0 2 1:00 2 1 3 1:15 1 0 1 1:30 1 0 1 1:45 0 0 0 2:00 0 0 0 2:15 2 0 2 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 1 0 1 4:15 4 0 4 4:30 0 0 0 4:45 0 2 2 5:00 0 1 1 5:15 2 2 4 5:30 3 5 8 5:45 2 6 8 6:00 2 12 14 6:15 4 10 14 6:30 4 11 15 6:45 5 16 21 7:00 4 16 20 7:15 4 23 27 7:30 12 20 32 7:45 13 42 55 8:00 6 28 34 8:15 14 28 42 8:30 9 18 27 8:45 17 34 51 9:00 15 23 38 9:15 8 23 31 9:30 12 23 35 9:45 10 21 31 10:00 16 20 36 10:15 11 22 33 10:30 14 16 30 10:45 12 14 26 11:00 12 18 30 11:15 18 19 37 11:30 10 10 20 11:45 18 16 34 Total 272 506 778 Percent 35.0% 65.0% Peak 11:00 7:30 7:30 Volume 58 118 163 Peak Factor 0.806 0.702 0.741 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of SH-16-2 Type: Volume / Direction Start Date: 7/11/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Floating Feather Road east of SH-16 Star, Idaho 6 7/13/2022 Westbound Eastbound Time Total 12:00 PM 9 14 23 12:15 13 8 21 12:30 8 12 20 12:45 2 1 3 1:00 0 0 0 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 0 0 4:30 0 0 0 4:45 0 0 0 5:00 0 0 0 5:15 0 0 0 5:30 0 0 0 5:45 0 0 0 6:00 0 0 0 6:15 0 0 0 6:30 0 0 0 6:45 0 0 0 7:00 0 0 0 7:15 0 0 0 7:30 0 0 0 7:45 0 0 0 8:00 0 0 0 8:15 0 0 0 8:30 0 0 0 8:45 0 0 0 9:00 0 0 0 9:15 0 0 0 9:30 0 0 0 9:45 0 0 0 10:00 0 0 0 10:15 0 0 0 10:30 0 0 0 10:45 0 0 0 11:00 0 0 0 11:15 0 0 0 11:30 0 0 0 11:45 0 0 0 Total 32 35 67 Percent 47.8% 52.2% Peak 12:00 PM 12:00 PM 12:00 PM Volume 32 35 67 Peak Factor 0.615 0.625 0.728 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of SH-16-2 Type: Volume / Direction Start Date: 7/11/2022 Tech: Judd / Klaren / Macomb End Date: 7/14/2022 Count: Axle Hits / 2 Floating Feather Road east of SH-16 Star, Idaho 7 7/14/2022 Westbound Eastbound Time Total 12:00 AM 0 0 0 12:15 0 0 0 12:30 0 0 0 12:45 0 0 0 1:00 0 0 0 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 3 4 7 4:15 0 0 0 4:30 0 0 0 4:45 0 0 0 5:00 0 0 0 5:15 0 1 1 5:30 1 2 3 5:45 2 4 6 6:00 0 12 12 6:15 0 8 8 6:30 4 13 17 6:45 1 16 17 7:00 6 15 21 7:15 14 34 48 7:30 12 34 46 7:45 16 44 60 8:00 4 34 38 8:15 7 22 29 8:30 12 14 26 8:45 22 28 50 9:00 20 22 42 9:15 16 26 42 9:30 14 16 30 9:45 8 20 28 10:00 12 14 26 10:15 18 23 41 10:30 18 21 39 10:45 14 24 38 11:00 13 28 41 11:15 14 9 23 11:30 14 18 32 11:45 10 20 30 Total 275 526 801 Percent 34.3% 65.7% Peak 8:45 7:15 7:15 Volume 72 146 192 Peak Factor 0.818 0.830 0.800 Grand Total 1785 2096 3881 Percent 46.0% 54.0% AADT ADT: 1,629 AADT: 1,629 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of Star Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road east of Star Road Star, Idaho 1 6/14/2022 Westbound Eastbound Time Total 12:00 AM 5 5 10 12:15 2 0 2 12:30 1 2 3 12:45 2 3 5 1:00 0 1 1 1:15 1 1 2 1:30 0 1 1 1:45 0 0 0 2:00 0 1 1 2:15 1 0 1 2:30 2 1 3 2:45 0 1 1 3:00 0 0 0 3:15 0 0 0 3:30 0 3 3 3:45 2 0 2 4:00 1 1 2 4:15 2 3 5 4:30 3 3 6 4:45 4 2 6 5:00 5 4 9 5:15 3 8 11 5:30 5 9 14 5:45 6 11 17 6:00 1 11 12 6:15 9 15 24 6:30 9 23 32 6:45 18 38 56 7:00 7 45 52 7:15 15 40 55 7:30 24 28 52 7:45 18 44 62 8:00 24 46 70 8:15 27 50 77 8:30 21 46 67 8:45 30 52 82 9:00 38 42 80 9:15 22 34 56 9:30 29 32 61 9:45 29 44 73 10:00 26 34 60 10:15 36 42 78 10:30 38 47 85 10:45 36 34 70 11:00 32 62 94 11:15 38 44 82 11:30 50 38 88 11:45 34 50 84 Total 656 1001 1657 Percent 39.6% 60.4% Peak 10:45 8:00 11:00 Volume 156 194 348 Peak Factor 0.780 0.933 0.926 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of Star Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road east of Star Road Star, Idaho 2 6/14/2022 Westbound Eastbound Time Total 12:00 PM 51 41 92 12:15 46 36 82 12:30 50 46 96 12:45 33 64 97 1:00 44 48 92 1:15 44 52 96 1:30 58 44 102 1:45 34 41 75 2:00 48 48 96 2:15 49 44 93 2:30 37 43 80 2:45 52 28 80 3:00 50 35 85 3:15 52 39 91 3:30 54 40 94 3:45 52 50 102 4:00 61 42 103 4:15 58 48 106 4:30 60 44 104 4:45 56 21 77 5:00 52 48 100 5:15 70 42 112 5:30 64 33 97 5:45 60 44 104 6:00 50 42 92 6:15 54 28 82 6:30 29 43 72 6:45 46 32 78 7:00 42 33 75 7:15 26 26 52 7:30 36 20 56 7:45 30 8 38 8:00 24 27 51 8:15 28 19 47 8:30 21 14 35 8:45 30 17 47 9:00 12 18 30 9:15 22 8 30 9:30 22 16 38 9:45 16 7 23 10:00 12 12 24 10:15 17 7 24 10:30 16 10 26 10:45 7 6 13 11:00 10 3 13 11:15 2 3 5 11:30 7 2 9 11:45 2 3 5 Total 1796 1425 3221 Percent 55.8% 44.2% Peak 5:00 12:30 3:45 Volume 246 210 415 Peak Factor 0.879 0.820 0.979 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of Star Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road east of Star Road Star, Idaho 3 6/15/2022 Westbound Eastbound Time Total 12:00 AM 1 4 5 12:15 7 0 7 12:30 2 6 8 12:45 2 1 3 1:00 1 2 3 1:15 1 1 2 1:30 0 0 0 1:45 0 1 1 2:00 0 0 0 2:15 1 0 1 2:30 0 0 0 2:45 0 1 1 3:00 0 0 0 3:15 0 0 0 3:30 2 0 2 3:45 0 2 2 4:00 0 1 1 4:15 2 3 5 4:30 2 1 3 4:45 5 4 9 5:00 2 4 6 5:15 3 8 11 5:30 2 2 4 5:45 10 12 22 6:00 6 14 20 6:15 8 26 34 6:30 10 27 37 6:45 15 23 38 7:00 18 51 69 7:15 20 56 76 7:30 15 51 66 7:45 14 40 54 8:00 14 48 62 8:15 34 36 70 8:30 24 52 76 8:45 36 42 78 9:00 40 44 84 9:15 32 42 74 9:30 32 40 72 9:45 28 44 72 10:00 34 62 96 10:15 32 34 66 10:30 32 40 72 10:45 38 44 82 11:00 38 48 86 11:15 42 56 98 11:30 35 46 81 11:45 32 62 94 Total 672 1081 1753 Percent 38.3% 61.7% Peak 10:45 11:00 11:00 Volume 153 212 359 Peak Factor 0.911 0.855 0.916 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd E of Star Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road east of Star Road Star, Idaho 4 6/15/2022 Westbound Eastbound Time Total 12:00 PM 58 30 88 12:15 48 40 88 12:30 29 48 77 12:45 45 54 99 1:00 48 50 98 1:15 48 35 83 1:30 47 48 95 1:45 30 41 71 2:00 42 33 75 2:15 38 38 76 2:30 39 40 79 2:45 49 38 87 3:00 46 49 95 3:15 50 28 78 3:30 46 53 99 3:45 59 49 108 4:00 60 42 102 4:15 56 39 95 4:30 75 56 131 4:45 70 46 116 5:00 64 42 106 5:15 78 44 122 5:30 68 42 110 5:45 64 25 89 6:00 82 24 106 6:15 80 44 124 6:30 41 45 86 6:45 40 48 88 7:00 46 31 77 7:15 32 28 60 7:30 23 19 42 7:45 32 18 50 8:00 29 23 52 8:15 42 27 69 8:30 39 14 53 8:45 23 20 43 9:00 30 20 50 9:15 23 24 47 9:30 16 12 28 9:45 12 11 23 10:00 9 13 22 10:15 15 6 21 10:30 12 4 16 10:45 9 6 15 11:00 7 6 13 11:15 3 5 8 11:30 1 7 8 11:45 3 3 6 Total 1906 1468 3374 Percent 56.5% 43.5% Peak 5:30 12:15 4:30 Volume 294 192 475 Peak Factor 0.896 0.889 0.906 Grand Total 5030 4975 10005 Percent 50.3% 49.7% AADT ADT: 5,002 AADT: 5,002 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd west of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road west of SH-16 Star, Idaho 1 6/14/2022 Westbound Eastbound Time Total 12:00 AM 2 2 4 12:15 3 0 3 12:30 1 1 2 12:45 0 0 0 1:00 0 1 1 1:15 1 0 1 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 1 0 1 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 1 1 4:30 0 0 0 4:45 0 0 0 5:00 0 1 1 5:15 0 1 1 5:30 0 1 1 5:45 3 2 5 6:00 4 5 9 6:15 4 2 6 6:30 2 6 8 6:45 6 2 8 7:00 4 10 14 7:15 11 13 24 7:30 14 16 30 7:45 23 12 35 8:00 17 20 37 8:15 18 24 42 8:30 13 20 33 8:45 10 14 24 9:00 12 9 21 9:15 8 10 18 9:30 3 7 10 9:45 3 12 15 10:00 10 12 22 10:15 16 13 29 10:30 8 11 19 10:45 20 11 31 11:00 22 16 38 11:15 10 10 20 11:30 20 13 33 11:45 32 22 54 Total 301 300 601 Percent 50.1% 49.9% Peak 11:00 8:00 7:45 Volume 84 78 147 Peak Factor 0.656 0.813 0.875 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd west of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road west of SH-16 Star, Idaho 2 6/14/2022 Westbound Eastbound Time Total 12:00 PM 24 11 35 12:15 17 10 27 12:30 17 18 35 12:45 12 9 21 1:00 14 9 23 1:15 14 10 24 1:30 16 15 31 1:45 19 12 31 2:00 12 8 20 2:15 14 7 21 2:30 15 15 30 2:45 12 9 21 3:00 17 8 25 3:15 21 12 33 3:30 11 26 37 3:45 25 5 30 4:00 12 14 26 4:15 17 21 38 4:30 14 14 28 4:45 26 6 32 5:00 30 9 39 5:15 26 12 38 5:30 28 8 36 5:45 15 11 26 6:00 14 6 20 6:15 15 7 22 6:30 9 4 13 6:45 3 8 11 7:00 10 4 14 7:15 7 7 14 7:30 6 4 10 7:45 9 3 12 8:00 6 3 9 8:15 7 3 10 8:30 6 6 12 8:45 1 3 4 9:00 9 6 15 9:15 6 2 8 9:30 5 3 8 9:45 5 4 9 10:00 3 4 7 10:15 3 0 3 10:30 3 2 5 10:45 3 1 4 11:00 0 0 0 11:15 2 0 2 11:30 0 0 0 11:45 0 0 0 Total 560 359 919 Percent 60.9% 39.1% Peak 4:45 3:30 4:45 Volume 110 66 145 Peak Factor 0.917 0.635 0.929 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd west of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road west of SH-16 Star, Idaho 3 6/15/2022 Westbound Eastbound Time Total 12:00 AM 0 0 0 12:15 3 0 3 12:30 0 1 1 12:45 0 0 0 1:00 0 1 1 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 2 2 4:30 0 0 0 4:45 0 0 0 5:00 0 1 1 5:15 2 3 5 5:30 0 2 2 5:45 1 0 1 6:00 3 3 6 6:15 2 2 4 6:30 1 6 7 6:45 1 4 5 7:00 6 10 16 7:15 4 7 11 7:30 4 17 21 7:45 10 10 20 8:00 12 10 22 8:15 8 12 20 8:30 4 10 14 8:45 7 11 18 9:00 12 16 28 9:15 11 12 23 9:30 2 7 9 9:45 12 7 19 10:00 10 14 24 10:15 12 10 22 10:30 8 14 22 10:45 10 14 24 11:00 4 8 12 11:15 6 12 18 11:30 8 12 20 11:45 14 17 31 Total 177 255 432 Percent 41.0% 59.0% Peak 9:45 10:00 10:00 Volume 42 52 92 Peak Factor 0.875 0.929 0.958 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd west of SH-16 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road west of SH-16 Star, Idaho 4 6/15/2022 Westbound Eastbound Time Total 12:00 PM 13 15 28 12:15 12 17 29 12:30 28 16 44 12:45 18 14 32 1:00 12 20 32 1:15 11 14 25 1:30 13 9 22 1:45 10 10 20 2:00 12 13 25 2:15 13 8 21 2:30 12 13 25 2:45 12 22 34 3:00 11 7 18 3:15 19 14 33 3:30 12 12 24 3:45 24 16 40 4:00 19 11 30 4:15 24 11 35 4:30 24 8 32 4:45 30 9 39 5:00 23 14 37 5:15 33 10 43 5:30 37 11 48 5:45 33 8 41 6:00 25 8 33 6:15 9 4 13 6:30 19 6 25 6:45 13 10 23 7:00 8 10 18 7:15 9 3 12 7:30 4 7 11 7:45 10 4 14 8:00 7 6 13 8:15 8 7 15 8:30 13 2 15 8:45 12 2 14 9:00 6 2 8 9:15 6 3 9 9:30 7 2 9 9:45 4 2 6 10:00 3 1 4 10:15 5 6 11 10:30 4 4 8 10:45 6 1 7 11:00 1 0 1 11:15 1 2 3 11:30 1 0 1 11:45 2 0 2 Total [PHONE REDACTED] Percent 61.8% 38.2% Peak 5:15 12:15 5:00 Volume 128 67 169 Peak Factor 0.865 0.838 0.880 Grand Total 1676 1308 2984 Percent 56.2% 43.8% AADT ADT: 1,492 AADT: 1,492 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd west of Star Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road west of Star Road Star, Idaho 1 6/14/2022 Westbound Eastbound Time Total 12:00 AM 2 2 4 12:15 1 1 2 12:30 0 1 1 12:45 2 2 4 1:00 0 1 1 1:15 0 0 0 1:30 0 1 1 1:45 1 0 1 2:00 0 1 1 2:15 2 0 2 2:30 0 0 0 2:45 0 0 0 3:00 0 1 1 3:15 0 1 1 3:30 0 2 2 3:45 0 2 2 4:00 0 2 2 4:15 2 2 4 4:30 0 7 7 4:45 0 3 3 5:00 4 5 9 5:15 0 9 9 5:30 2 10 12 5:45 5 9 14 6:00 2 20 22 6:15 3 24 27 6:30 8 28 36 6:45 19 44 63 7:00 14 38 52 7:15 15 23 38 7:30 7 25 32 7:45 16 36 52 8:00 33 39 72 8:15 36 48 84 8:30 26 53 79 8:45 31 64 95 9:00 34 62 96 9:15 38 44 82 9:30 32 49 81 9:45 39 42 81 10:00 24 44 68 10:15 34 35 69 10:30 43 41 84 10:45 34 48 82 11:00 33 60 93 11:15 48 46 94 11:30 40 49 89 11:45 42 66 108 Total 672 1090 1762 Percent 38.1% 61.9% Peak 11:00 8:15 11:00 Volume 163 227 384 Peak Factor 0.849 0.887 0.889 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd west of Star Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road west of Star Road Star, Idaho 2 6/14/2022 Westbound Eastbound Time Total 12:00 PM 38 50 88 12:15 43 44 87 12:30 58 50 108 12:45 34 51 85 1:00 56 48 104 1:15 56 40 96 1:30 44 52 96 1:45 38 51 89 2:00 50 42 92 2:15 66 37 103 2:30 60 62 122 2:45 37 43 80 3:00 48 24 72 3:15 40 42 82 3:30 54 38 92 3:45 43 49 92 4:00 62 36 98 4:15 58 39 97 4:30 58 36 94 4:45 41 38 79 5:00 50 38 88 5:15 61 47 108 5:30 42 46 88 5:45 44 38 82 6:00 44 34 78 6:15 44 38 82 6:30 41 33 74 6:45 40 30 70 7:00 32 19 51 7:15 34 34 68 7:30 34 16 50 7:45 34 14 48 8:00 20 16 36 8:15 27 15 42 8:30 19 8 27 8:45 24 6 30 9:00 22 10 32 9:15 23 5 28 9:30 20 8 28 9:45 15 14 29 10:00 14 9 23 10:15 12 8 20 10:30 14 5 19 10:45 10 4 14 11:00 11 1 12 11:15 4 2 6 11:30 2 1 3 11:45 3 5 8 Total 1724 1376 3100 Percent 55.6% 44.4% Peak 3:45 12:00 PM 1:45 Volume 221 195 406 Peak Factor 0.891 0.956 0.832 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd west of Star Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road west of Star Road Star, Idaho 3 6/15/2022 Westbound Eastbound Time Total 12:00 AM 4 2 6 12:15 5 0 5 12:30 1 2 3 12:45 2 1 3 1:00 2 1 3 1:15 1 1 2 1:30 0 1 1 1:45 0 1 1 2:00 1 0 1 2:15 1 0 1 2:30 0 0 0 2:45 0 1 1 3:00 0 0 0 3:15 0 0 0 3:30 0 1 1 3:45 0 2 2 4:00 2 0 2 4:15 1 5 6 4:30 0 6 6 4:45 0 6 6 5:00 1 4 5 5:15 3 10 13 5:30 0 4 4 5:45 4 12 16 6:00 6 20 26 6:15 4 17 21 6:30 6 27 33 6:45 22 26 48 7:00 11 32 43 7:15 26 36 62 7:30 18 32 50 7:45 20 54 74 8:00 30 52 82 8:15 27 46 73 8:30 34 55 89 8:45 34 61 95 9:00 35 42 77 9:15 40 43 83 9:30 24 46 70 9:45 30 62 92 10:00 32 54 86 10:15 34 42 76 10:30 38 50 88 10:45 46 53 99 11:00 34 44 78 11:15 49 56 105 11:30 42 52 94 11:45 31 50 81 Total 701 1112 1813 Percent 38.7% 61.3% Peak 10:45 8:00 10:45 Volume 171 214 376 Peak Factor 0.872 0.877 0.895 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Floating Feather Rd west of Star Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Floating Feather Road west of Star Road Star, Idaho 4 6/15/2022 Westbound Eastbound Time Total 12:00 PM 53 59 112 12:15 35 50 85 12:30 43 36 79 12:45 46 51 97 1:00 57 41 98 1:15 55 45 100 1:30 48 50 98 1:45 32 48 80 2:00 46 49 95 2:15 58 36 94 2:30 38 53 91 2:45 44 44 88 3:00 39 42 81 3:15 58 42 100 3:30 40 44 84 3:45 51 60 111 4:00 42 60 102 4:15 44 42 86 4:30 50 44 94 4:45 60 50 110 5:00 52 54 106 5:15 53 46 99 5:30 54 37 91 5:45 42 36 78 6:00 49 20 69 6:15 50 41 91 6:30 34 36 70 6:45 32 32 64 7:00 46 25 71 7:15 28 18 46 7:30 24 18 42 7:45 40 9 49 8:00 32 29 61 8:15 28 17 45 8:30 23 8 31 8:45 23 13 36 9:00 23 11 34 9:15 29 11 40 9:30 12 12 24 9:45 14 6 20 10:00 6 8 14 10:15 5 1 6 10:30 8 4 12 10:45 11 2 13 11:00 10 3 13 11:15 3 1 4 11:30 2 2 4 11:45 1 1 2 Total 1673 1447 3120 Percent 53.6% 46.4% Peak 4:45 3:15 4:30 Volume 219 206 409 Peak Factor 0.913 0.858 0.930 Grand Total 4770 5025 9795 Percent 48.7% 51.3% AADT ADT: 4,898 AADT: 4,898 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Lanktree Gulch Dr E of Can Ada Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axl;e Hits / 2 Lanktree Gulch Drive east of Can Ada Road Star, Idaho 1 6/28/2022 Westbound Eastbound Time Total 12:00 AM 0 0 0 12:15 0 0 0 12:30 0 0 0 12:45 1 1 2 1:00 0 0 0 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 1 1 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 0 0 4:30 0 0 0 4:45 0 0 0 5:00 0 0 0 5:15 1 0 1 5:30 4 1 5 5:45 3 0 3 6:00 1 0 1 6:15 1 1 2 6:30 1 0 1 6:45 2 3 5 7:00 1 2 3 7:15 4 1 5 7:30 2 4 6 7:45 6 4 10 8:00 0 2 2 8:15 0 4 4 8:30 2 3 5 8:45 5 10 15 9:00 13 4 17 9:15 3 3 6 9:30 3 4 7 9:45 6 3 9 10:00 6 8 14 10:15 3 4 7 10:30 1 2 3 10:45 0 8 8 11:00 6 4 10 11:15 10 3 13 11:30 6 12 18 11:45 6 5 11 Total 97 97 194 Percent 50.0% 50.0% Peak 11:00 10:45 11:00 Volume 28 27 52 Peak Factor 0.700 0.563 0.722 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Lanktree Gulch Dr E of Can Ada Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axl;e Hits / 2 Lanktree Gulch Drive east of Can Ada Road Star, Idaho 2 6/28/2022 Westbound Eastbound Time Total 12:00 PM 4 0 4 12:15 3 1 4 12:30 5 2 7 12:45 4 6 10 1:00 9 4 13 1:15 10 6 16 1:30 3 2 5 1:45 3 2 5 2:00 2 6 8 2:15 2 5 7 2:30 4 5 9 2:45 6 6 12 3:00 5 10 15 3:15 2 5 7 3:30 4 5 9 3:45 5 6 11 4:00 4 3 7 4:15 8 12 20 4:30 4 5 9 4:45 9 4 13 5:00 4 4 8 5:15 7 5 12 5:30 3 4 7 5:45 4 1 5 6:00 0 4 4 6:15 5 3 8 6:30 2 2 4 6:45 3 2 5 7:00 1 4 5 7:15 3 1 4 7:30 4 2 6 7:45 5 4 9 8:00 1 4 5 8:15 0 2 2 8:30 2 3 5 8:45 3 4 7 9:00 1 3 4 9:15 1 1 2 9:30 2 1 3 9:45 3 2 5 10:00 3 0 3 10:15 0 2 2 10:30 1 0 1 10:45 1 0 1 11:00 0 0 0 11:15 0 1 1 11:30 1 2 3 11:45 0 1 1 Total 156 157 313 Percent 49.8% 50.2% Peak 12:30 2:15 4:15 Volume 28 26 50 Peak Factor 0.700 0.650 0.625 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Lanktree Gulch Dr E of Can Ada Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axl;e Hits / 2 Lanktree Gulch Drive east of Can Ada Road Star, Idaho 3 6/29/2022 Westbound Eastbound Time Total 12:00 AM 0 0 0 12:15 0 0 0 12:30 0 0 0 12:45 0 0 0 1:00 1 0 1 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 0 0 0 2:30 0 1 1 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 0 0 4:30 0 0 0 4:45 0 0 0 5:00 0 0 0 5:15 0 0 0 5:30 1 0 1 5:45 0 0 0 6:00 6 0 6 6:15 3 0 3 6:30 2 1 3 6:45 4 0 4 7:00 2 1 3 7:15 1 2 3 7:30 2 3 5 7:45 4 4 8 8:00 2 4 6 8:15 4 2 6 8:30 1 2 3 8:45 6 8 14 9:00 4 2 6 9:15 3 4 7 9:30 5 3 8 9:45 5 1 6 10:00 4 6 10 10:15 5 3 8 10:30 8 6 14 10:45 5 8 13 11:00 4 4 8 11:15 4 6 10 11:30 6 0 6 11:45 8 5 13 Total 100 76 176 Percent 56.8% 43.2% Peak 9:45 10:30 10:00 Volume 22 24 45 Peak Factor 0.688 0.750 0.804 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Lanktree Gulch Dr E of Can Ada Rd Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axl;e Hits / 2 Lanktree Gulch Drive east of Can Ada Road Star, Idaho 4 6/29/2022 Westbound Eastbound Time Total 12:00 PM 4 3 7 12:15 2 3 5 12:30 6 5 11 12:45 4 4 8 1:00 1 4 5 1:15 3 6 9 1:30 2 3 5 1:45 4 4 8 2:00 1 6 7 2:15 0 3 3 2:30 3 4 7 2:45 9 3 12 3:00 3 1 4 3:15 8 4 12 3:30 4 6 10 3:45 5 5 10 4:00 2 5 7 4:15 4 3 7 4:30 0 3 3 4:45 4 4 8 5:00 2 4 6 5:15 7 5 12 5:30 3 4 7 5:45 6 2 8 6:00 4 6 10 6:15 1 3 4 6:30 8 5 13 6:45 6 10 16 7:00 6 8 14 7:15 6 7 13 7:30 8 0 8 7:45 1 3 4 8:00 3 6 9 8:15 2 4 6 8:30 2 6 8 8:45 3 1 4 9:00 2 4 6 9:15 1 1 2 9:30 5 4 9 9:45 1 1 2 10:00 4 0 4 10:15 1 1 2 10:30 0 0 0 10:45 0 1 1 11:00 0 0 0 11:15 0 0 0 11:30 0 1 1 11:45 0 0 0 Total 151 166 317 Percent 47.6% 52.4% Peak 6:30 6:30 6:30 Volume 26 30 56 Peak Factor 0.813 0.750 0.875 Grand Total [PHONE REDACTED] Percent 50.4% 49.6% AADT ADT: 500 AADT: 500 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 New Hope Rd east of Can Ada Rd Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 New Hope Road east of Can Ada Road Star, Idaho 1 7/12/2022 Westbound Eastbound Time Total 12:00 AM 1 1 2 12:15 2 0 2 12:30 0 0 0 12:45 0 1 1 1:00 0 0 0 1:15 0 0 0 1:30 1 1 2 1:45 1 0 1 2:00 1 0 1 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 1 1 3:15 0 0 0 3:30 0 1 1 3:45 1 0 1 4:00 0 0 0 4:15 0 1 1 4:30 1 0 1 4:45 0 1 1 5:00 1 2 3 5:15 1 7 8 5:30 1 5 6 5:45 0 14 14 6:00 2 5 7 6:15 2 11 13 6:30 6 18 24 6:45 2 19 21 7:00 6 18 24 7:15 7 21 28 7:30 14 32 46 7:45 13 34 47 8:00 12 25 37 8:15 20 26 46 8:30 19 22 41 8:45 11 20 31 9:00 20 33 53 9:15 25 21 46 9:30 8 30 38 9:45 20 28 48 10:00 22 37 59 10:15 26 21 47 10:30 24 28 52 10:45 22 16 38 11:00 20 18 38 11:15 22 27 49 11:30 29 44 73 11:45 29 20 49 Total [PHONE REDACTED] Percent 39.2% 60.8% Peak 11:00 7:30 11:00 Volume 100 117 209 Peak Factor 0.862 0.860 0.716 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 New Hope Rd east of Can Ada Rd Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 New Hope Road east of Can Ada Road Star, Idaho 2 7/12/2022 Westbound Eastbound Time Total 12:00 PM 28 31 59 12:15 29 27 56 12:30 27 30 57 12:45 22 22 44 1:00 33 26 59 1:15 25 22 47 1:30 18 30 48 1:45 32 24 56 2:00 17 17 34 2:15 11 30 41 2:30 32 18 50 2:45 17 22 39 3:00 17 13 30 3:15 18 12 30 3:30 25 13 38 3:45 28 15 43 4:00 25 16 41 4:15 15 10 25 4:30 18 16 34 4:45 24 8 32 5:00 22 14 36 5:15 22 16 38 5:30 31 18 49 5:45 44 10 54 6:00 22 10 32 6:15 10 8 18 6:30 8 8 16 6:45 29 6 35 7:00 13 5 18 7:15 8 3 11 7:30 12 6 18 7:45 11 10 21 8:00 8 6 14 8:15 8 6 14 8:30 4 5 9 8:45 12 4 16 9:00 7 5 12 9:15 10 5 15 9:30 5 6 11 9:45 4 10 14 10:00 6 5 11 10:15 3 4 7 10:30 4 1 5 10:45 2 2 4 11:00 4 2 6 11:15 2 0 2 11:30 1 0 1 11:45 2 0 2 Total [PHONE REDACTED] Percent 57.3% 42.7% Peak 5:00 12:00 PM 12:00 PM Volume 119 110 216 Peak Factor 0.676 0.887 0.915 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 New Hope Rd east of Can Ada Rd Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 New Hope Road east of Can Ada Road Star, Idaho 3 7/13/2022 Westbound Eastbound Time Total 12:00 AM 3 0 3 12:15 0 1 1 12:30 1 1 2 12:45 0 1 1 1:00 1 0 1 1:15 2 2 4 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 0 1 1 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 1 1 3:30 0 0 0 3:45 1 0 1 4:00 0 0 0 4:15 0 2 2 4:30 1 0 1 4:45 0 1 1 5:00 2 1 3 5:15 1 4 5 5:30 0 3 3 5:45 1 2 3 6:00 2 5 7 6:15 2 6 8 6:30 3 14 17 6:45 5 14 19 7:00 4 22 26 7:15 4 16 20 7:30 5 22 27 7:45 12 16 28 8:00 6 11 17 8:15 11 18 29 8:30 13 15 28 8:45 10 14 24 9:00 6 12 18 9:15 8 16 24 9:30 6 18 24 9:45 8 11 19 10:00 17 18 35 10:15 14 16 30 10:30 16 16 32 10:45 14 10 24 11:00 14 10 24 11:15 24 17 41 11:30 14 22 36 11:45 16 12 28 Total 247 371 618 Percent 40.0% 60.0% Peak 10:30 7:00 11:00 Volume 68 76 129 Peak Factor 0.708 0.864 0.787 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 New Hope Rd east of Can Ada Rd Type: Volume / Direction Start Date: 7/12/2022 Tech: Judd / Klaren / Macomb End Date: 7/13/2022 Count: Axle Hits / 2 New Hope Road east of Can Ada Road Star, Idaho 4 7/13/2022 Westbound Eastbound Time Total 12:00 PM 16 8 24 12:15 28 16 44 12:30 27 15 42 12:45 16 16 32 1:00 13 14 27 1:15 24 25 49 1:30 19 21 40 1:45 42 12 54 2:00 28 18 46 2:15 24 28 52 2:30 10 30 40 2:45 22 12 34 3:00 16 22 38 3:15 33 22 55 3:30 16 28 44 3:45 17 10 27 4:00 35 13 48 4:15 14 21 35 4:30 40 20 60 4:45 24 22 46 5:00 36 14 50 5:15 32 8 40 5:30 28 12 40 5:45 37 11 48 6:00 24 8 32 6:15 14 7 21 6:30 20 16 36 6:45 12 7 19 7:00 9 3 12 7:15 14 8 22 7:30 18 6 24 7:45 9 4 13 8:00 11 3 14 8:15 10 5 15 8:30 10 6 16 8:45 6 2 8 9:00 14 4 18 9:15 4 3 7 9:30 6 6 12 9:45 7 2 9 10:00 8 1 9 10:15 8 0 8 10:30 4 0 4 10:45 0 1 1 11:00 1 3 4 11:15 2 0 2 11:30 0 1 1 11:45 1 2 3 Total [PHONE REDACTED] Percent 61.1% 38.9% Peak 5:00 2:15 4:30 Volume 133 92 196 Peak Factor 0.899 0.767 0.817 Grand Total 2223 2073 4296 Percent 51.7% 48.3% AADT ADT: 2,148 AADT: 2,148 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Plummer Rd north of SH-44 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Plummer Road north of SH-44 Star, Idaho 1 6/14/2022 Southbound Northbound Time Total 12:00 AM 1 3 4 12:15 1 1 2 12:30 1 0 1 12:45 0 2 2 1:00 2 1 3 1:15 2 0 2 1:30 0 1 1 1:45 0 1 1 2:00 2 2 4 2:15 0 2 2 2:30 0 1 1 2:45 0 0 0 3:00 0 0 0 3:15 1 1 2 3:30 1 2 3 3:45 1 0 1 4:00 1 0 1 4:15 9 3 12 4:30 4 0 4 4:45 5 0 5 5:00 10 2 12 5:15 20 1 21 5:30 15 1 16 5:45 15 5 20 6:00 24 3 27 6:15 23 6 29 6:30 36 9 45 6:45 36 14 50 7:00 46 13 59 7:15 46 22 68 7:30 35 18 53 7:45 48 26 74 8:00 54 20 74 8:15 56 16 72 8:30 66 19 85 8:45 54 29 83 9:00 59 40 99 9:15 48 26 74 9:30 46 32 78 9:45 58 24 82 10:00 40 26 66 10:15 56 38 94 10:30 48 37 85 10:45 55 22 77 11:00 52 42 94 11:15 62 48 110 11:30 76 37 113 11:45 57 46 103 Total 1272 642 1914 Percent 66.5% 33.5% Peak 11:00 11:00 11:00 Volume 247 173 420 Peak Factor 0.813 0.901 0.929 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Plummer Rd north of SH-44 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Plummer Road north of SH-44 Star, Idaho 2 6/14/2022 Southbound Northbound Time Total 12:00 PM 50 51 101 12:15 45 46 91 12:30 50 42 92 12:45 48 40 88 1:00 52 45 97 1:15 50 50 100 1:30 51 46 97 1:45 62 42 104 2:00 46 70 116 2:15 52 54 106 2:30 53 52 105 2:45 29 39 68 3:00 38 50 88 3:15 40 62 102 3:30 38 50 88 3:45 46 38 84 4:00 51 52 103 4:15 53 62 115 4:30 46 53 99 4:45 44 68 112 5:00 38 61 99 5:15 42 38 80 5:30 43 50 93 5:45 44 64 108 6:00 51 64 115 6:15 40 56 96 6:30 38 52 90 6:45 30 52 82 7:00 32 37 69 7:15 24 36 60 7:30 23 36 59 7:45 14 48 62 8:00 12 28 40 8:15 22 24 46 8:30 13 31 44 8:45 18 20 38 9:00 9 28 37 9:15 6 22 28 9:30 8 19 27 9:45 7 15 22 10:00 8 29 37 10:15 8 20 28 10:30 11 13 24 10:45 5 7 12 11:00 3 7 10 11:15 3 6 9 11:30 0 7 7 11:45 2 2 4 Total 1498 1884 3382 Percent 44.3% 55.7% Peak 1:00 4:15 1:45 Volume 215 244 431 Peak Factor 0.867 0.897 0.929 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Plummer Rd north of SH-44 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Plummer Road north of SH-44 Star, Idaho 3 6/15/2022 Southbound Northbound Time Total 12:00 AM 3 3 6 12:15 2 8 10 12:30 1 1 2 12:45 0 1 1 1:00 0 1 1 1:15 0 4 4 1:30 1 0 1 1:45 0 0 0 2:00 2 1 3 2:15 0 1 1 2:30 0 1 1 2:45 0 1 1 3:00 0 1 1 3:15 1 1 2 3:30 1 0 1 3:45 1 3 4 4:00 2 1 3 4:15 1 1 2 4:30 4 1 5 4:45 6 0 6 5:00 7 1 8 5:15 13 1 14 5:30 11 2 13 5:45 18 3 21 6:00 20 2 22 6:15 26 6 32 6:30 30 8 38 6:45 31 14 45 7:00 38 10 48 7:15 50 12 62 7:30 52 26 78 7:45 44 20 64 8:00 62 15 77 8:15 55 32 87 8:30 72 40 112 8:45 66 50 116 9:00 48 40 88 9:15 49 35 84 9:30 72 34 106 9:45 42 28 70 10:00 66 37 103 10:15 52 50 102 10:30 69 34 103 10:45 55 36 91 11:00 52 41 93 11:15 57 44 101 11:30 57 44 101 11:45 67 19 86 Total 1306 714 2020 Percent 64.7% 35.3% Peak 8:00 8:30 8:15 Volume 255 165 403 Peak Factor 0.885 0.825 0.869 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Plummer Rd north of SH-44 Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Plummer Road north of SH-44 Star, Idaho 4 6/15/2022 Southbound Northbound Time Total 12:00 PM 62 62 124 12:15 52 56 108 12:30 64 56 120 12:45 55 56 111 1:00 38 48 86 1:15 51 54 105 1:30 44 56 100 1:45 46 44 90 2:00 52 45 97 2:15 29 57 86 2:30 40 48 88 2:45 35 50 85 3:00 42 60 102 3:15 38 61 99 3:30 50 60 110 3:45 42 38 80 4:00 50 64 114 4:15 46 62 108 4:30 47 61 108 4:45 38 60 98 5:00 53 42 95 5:15 46 51 97 5:30 40 59 99 5:45 37 45 82 6:00 28 58 86 6:15 32 58 90 6:30 34 56 90 6:45 36 31 67 7:00 32 50 82 7:15 19 37 56 7:30 26 40 66 7:45 23 36 59 8:00 15 42 57 8:15 19 28 47 8:30 16 25 41 8:45 17 36 53 9:00 15 32 47 9:15 13 21 34 9:30 15 22 37 9:45 8 17 25 10:00 3 16 19 10:15 6 13 19 10:30 6 10 16 10:45 4 15 19 11:00 3 9 12 11:15 1 10 11 11:30 2 8 10 11:45 2 8 10 Total 1472 1973 3445 Percent 42.7% 57.3% Peak 12:00 PM 4:00 12:00 PM Volume 233 247 463 Peak Factor 0.910 0.965 0.933 Grand Total 5548 5213 10761 Percent 51.6% 48.4% AADT ADT: 5,380 AADT: 5,380 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Pollard Rd S of Beacon Light Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Pollard Road south of Beacon Light Rd Star, Idaho 1 6/14/2022 Southbound Northbound Time Total 12:00 AM 1 1 2 12:15 1 2 3 12:30 0 1 1 12:45 0 0 0 1:00 0 0 0 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 1 0 1 2:30 0 1 1 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 1 0 1 3:45 0 0 0 4:00 0 0 0 4:15 0 0 0 4:30 0 0 0 4:45 0 0 0 5:00 6 0 6 5:15 1 0 1 5:30 1 1 2 5:45 5 0 5 6:00 3 1 4 6:15 3 3 6 6:30 6 0 6 6:45 7 4 11 7:00 11 2 13 7:15 9 5 14 7:30 12 7 19 7:45 12 7 19 8:00 12 5 17 8:15 12 9 21 8:30 13 6 19 8:45 9 6 15 9:00 12 13 25 9:15 11 8 19 9:30 12 10 22 9:45 8 4 12 10:00 7 3 10 10:15 10 7 17 10:30 15 4 19 10:45 8 7 15 11:00 10 13 23 11:15 8 7 15 11:30 8 8 16 11:45 9 7 16 Total 244 152 396 Percent 61.6% 38.4% Peak 7:45 8:45 8:45 Volume 49 37 81 Peak Factor 0.942 0.712 0.810 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Pollard Rd S of Beacon Light Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Pollard Road south of Beacon Light Rd Star, Idaho 2 6/14/2022 Southbound Northbound Time Total 12:00 PM 14 14 28 12:15 11 10 21 12:30 14 8 22 12:45 10 13 23 1:00 17 13 30 1:15 10 7 17 1:30 8 12 20 1:45 14 11 25 2:00 19 22 41 2:15 14 41 55 2:30 13 7 20 2:45 15 16 31 3:00 9 10 19 3:15 13 12 25 3:30 10 9 19 3:45 14 22 36 4:00 46 40 86 4:15 13 16 29 4:30 9 16 25 4:45 8 17 25 5:00 15 12 27 5:15 18 22 40 5:30 11 26 37 5:45 10 16 26 6:00 11 12 23 6:15 7 15 22 6:30 7 10 17 6:45 10 3 13 7:00 3 12 15 7:15 5 2 7 7:30 3 13 16 7:45 3 8 11 8:00 4 8 12 8:15 5 7 12 8:30 6 3 9 8:45 2 11 13 9:00 6 6 12 9:15 2 9 11 9:30 7 4 11 9:45 4 7 11 10:00 1 2 3 10:15 5 2 7 10:30 3 4 7 10:45 0 0 0 11:00 0 3 3 11:15 1 0 1 11:30 0 0 0 11:45 0 1 1 Total 430 534 964 Percent 44.6% 55.4% Peak 3:15 3:45 3:45 Volume 83 94 176 Peak Factor 0.451 0.588 0.512 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Pollard Rd S of Beacon Light Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Pollard Road south of Beacon Light Rd Star, Idaho 3 6/15/2022 Southbound Northbound Time Total 12:00 AM 0 0 0 12:15 0 2 2 12:30 0 0 0 12:45 0 0 0 1:00 1 0 1 1:15 0 0 0 1:30 1 0 1 1:45 1 1 2 2:00 0 2 2 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 1 1 2 4:30 1 0 1 4:45 2 0 2 5:00 3 0 3 5:15 3 0 3 5:30 2 0 2 5:45 3 0 3 6:00 2 4 6 6:15 4 0 4 6:30 5 4 9 6:45 0 4 4 7:00 12 2 14 7:15 15 4 19 7:30 12 3 15 7:45 7 6 13 8:00 5 4 9 8:15 11 6 17 8:30 8 12 20 8:45 20 10 30 9:00 12 9 21 9:15 12 7 19 9:30 12 6 18 9:45 14 13 27 10:00 12 3 15 10:15 17 6 23 10:30 9 4 13 10:45 8 10 18 11:00 12 5 17 11:15 9 12 21 11:30 14 10 24 11:45 12 22 34 Total 262 172 434 Percent 60.4% 39.6% Peak 8:45 11:00 11:00 Volume 56 49 96 Peak Factor 0.700 0.557 0.706 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Pollard Rd S of Beacon Light Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Pollard Road south of Beacon Light Rd Star, Idaho 4 6/15/2022 Southbound Northbound Time Total 12:00 PM 16 15 31 12:15 8 5 13 12:30 19 15 34 12:45 16 14 30 1:00 11 7 18 1:15 9 16 25 1:30 13 20 33 1:45 13 11 24 2:00 11 12 23 2:15 16 13 29 2:30 14 15 29 2:45 21 14 35 3:00 11 23 34 3:15 11 16 27 3:30 18 19 37 3:45 11 14 25 4:00 8 22 30 4:15 15 15 30 4:30 16 22 38 4:45 23 29 52 5:00 11 15 26 5:15 13 20 33 5:30 8 14 22 5:45 7 21 28 6:00 8 24 32 6:15 8 15 23 6:30 17 16 33 6:45 9 6 15 7:00 16 15 31 7:15 15 7 22 7:30 4 7 11 7:45 7 3 10 8:00 6 4 10 8:15 3 7 10 8:30 7 8 15 8:45 9 6 15 9:00 8 8 16 9:15 3 8 11 9:30 0 5 5 9:45 2 2 4 10:00 1 2 3 10:15 2 2 4 10:30 1 4 5 10:45 1 1 2 11:00 0 0 0 11:15 0 0 0 11:30 1 0 1 11:45 0 1 1 Total 447 538 985 Percent 45.4% 54.6% Peak 4:15 4:00 4:00 Volume 65 88 150 Peak Factor 0.707 0.759 0.721 Grand Total 1383 1396 2779 Percent 49.8% 50.2% AADT ADT: 1,390 AADT: 1,390 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Purple Sage Rd W of Deep Canyon Dr Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Purple Sage Road west of Deep Canyon Drive Star, Idaho 1 6/28/2022 Westbound Eastbound Time Total 12:00 AM 2 0 2 12:15 0 1 1 12:30 0 0 0 12:45 0 0 0 1:00 2 0 2 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 1 0 1 2:30 0 1 1 2:45 0 0 0 3:00 0 0 0 3:15 0 1 1 3:30 0 0 0 3:45 0 1 1 4:00 0 0 0 4:15 0 0 0 4:30 0 6 6 4:45 0 3 3 5:00 1 3 4 5:15 1 6 7 5:30 1 4 5 5:45 0 4 4 6:00 4 8 12 6:15 3 5 8 6:30 2 16 18 6:45 3 11 14 7:00 1 9 10 7:15 5 19 24 7:30 3 17 20 7:45 11 22 33 8:00 4 20 24 8:15 8 15 23 8:30 8 22 30 8:45 9 16 25 9:00 14 14 28 9:15 10 17 27 9:30 5 13 18 9:45 3 16 19 10:00 6 12 18 10:15 8 15 23 10:30 10 10 20 10:45 5 12 17 11:00 7 10 17 11:15 4 13 17 11:30 5 7 12 11:45 12 10 22 Total 158 359 517 Percent 30.6% 69.4% Peak 8:30 7:45 7:45 Volume 41 79 110 Peak Factor 0.732 0.898 0.833 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Purple Sage Rd W of Deep Canyon Dr Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Purple Sage Road west of Deep Canyon Drive Star, Idaho 2 6/28/2022 Westbound Eastbound Time Total 12:00 PM 13 9 22 12:15 15 4 19 12:30 12 8 20 12:45 8 24 32 1:00 15 11 26 1:15 4 12 16 1:30 17 7 24 1:45 9 6 15 2:00 9 6 15 2:15 11 6 17 2:30 14 16 30 2:45 16 6 22 3:00 15 13 28 3:15 6 11 17 3:30 18 10 28 3:45 16 10 26 4:00 16 15 31 4:15 15 15 30 4:30 16 12 28 4:45 14 7 21 5:00 18 16 34 5:15 19 16 35 5:30 24 14 38 5:45 15 10 25 6:00 20 13 33 6:15 15 11 26 6:30 9 8 17 6:45 17 5 22 7:00 10 4 14 7:15 8 4 12 7:30 11 8 19 7:45 9 6 15 8:00 13 7 20 8:15 9 6 15 8:30 6 2 8 8:45 3 3 6 9:00 12 4 16 9:15 6 6 12 9:30 11 6 17 9:45 6 2 8 10:00 4 2 6 10:15 3 0 3 10:30 0 2 2 10:45 3 3 6 11:00 1 3 4 11:15 2 7 9 11:30 2 2 4 11:45 1 1 2 Total 516 379 895 Percent 57.7% 42.3% Peak 5:15 5:00 5:00 Volume 78 56 132 Peak Factor 0.813 0.875 0.868 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Purple Sage Rd W of Deep Canyon Dr Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Purple Sage Road west of Deep Canyon Drive Star, Idaho 3 6/29/2022 Westbound Eastbound Time Total 12:00 AM 0 1 1 12:15 3 2 5 12:30 1 0 1 12:45 1 0 1 1:00 0 0 0 1:15 0 1 1 1:30 0 0 0 1:45 1 0 1 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 1 0 1 3:00 0 1 1 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 2 2 4:30 0 2 2 4:45 0 5 5 5:00 1 3 4 5:15 0 3 3 5:30 0 4 4 5:45 1 4 5 6:00 7 3 10 6:15 0 5 5 6:30 2 12 14 6:45 2 12 14 7:00 2 9 11 7:15 2 28 30 7:30 4 18 22 7:45 5 22 27 8:00 5 32 37 8:15 12 16 28 8:30 8 20 28 8:45 8 7 15 9:00 10 20 30 9:15 5 15 20 9:30 4 15 19 9:45 8 16 24 10:00 10 6 16 10:15 10 12 22 10:30 7 8 15 10:45 11 13 24 11:00 12 14 26 11:15 5 12 17 11:30 9 10 19 11:45 11 9 20 Total 168 362 530 Percent 31.7% 68.3% Peak 10:15 7:15 7:45 Volume 40 100 120 Peak Factor 0.833 0.781 0.811 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Purple Sage Rd W of Deep Canyon Dr Type: Volume / Direction Start Date: 6/28/2022 Tech: Judd / Klaren / Macomb End Date: 6/29/2022 Count: Axle Hits / 2 Purple Sage Road west of Deep Canyon Drive Star, Idaho 4 6/29/2022 Westbound Eastbound Time Total 12:00 PM 10 7 17 12:15 16 12 28 12:30 6 6 12 12:45 7 8 15 1:00 10 8 18 1:15 10 10 20 1:30 13 9 22 1:45 12 13 25 2:00 16 12 28 2:15 8 8 16 2:30 4 11 15 2:45 20 10 30 3:00 11 6 17 3:15 11 6 17 3:30 22 15 37 3:45 18 12 30 4:00 17 12 29 4:15 17 9 26 4:30 20 10 30 4:45 21 12 33 5:00 15 10 25 5:15 23 15 38 5:30 14 16 30 5:45 19 6 25 6:00 24 8 32 6:15 23 14 37 6:30 10 10 20 6:45 17 6 23 7:00 14 6 20 7:15 18 9 27 7:30 6 10 16 7:45 6 5 11 8:00 13 2 15 8:15 4 8 12 8:30 6 4 10 8:45 3 1 4 9:00 4 1 5 9:15 4 5 9 9:30 7 5 12 9:45 6 5 11 10:00 6 4 10 10:15 0 4 4 10:30 5 6 11 10:45 1 3 4 11:00 6 4 10 11:15 1 0 1 11:30 3 1 4 11:45 0 0 0 Total 527 364 891 Percent 59.1% 40.9% Peak 5:15 4:45 4:30 Volume 80 53 126 Peak Factor 0.833 0.828 0.829 Grand Total 1369 1464 2833 Percent 48.3% 51.7% AADT ADT: 1,416 AADT: 1,416 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd N of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road north of SH-44 Star, Idaho 1 6/13/2022 Southbound Northbound Time Total 12:00 AM * * 0 12:15 * * 0 12:30 * * 0 12:45 * * 0 1:00 * * 0 1:15 * * 0 1:30 * * 0 1:45 * * 0 2:00 * * 0 2:15 * * 0 2:30 * * 0 2:45 * * 0 3:00 * * 0 3:15 * * 0 3:30 * * 0 3:45 * * 0 4:00 * * 0 4:15 * * 0 4:30 * * 0 4:45 * * 0 5:00 * * 0 5:15 * * 0 5:30 * * 0 5:45 * * 0 6:00 * * 0 6:15 * * 0 6:30 * * 0 6:45 * * 0 7:00 * * 0 7:15 * * 0 7:30 * * 0 7:45 * * 0 8:00 * * 0 8:15 * * 0 8:30 * * 0 8:45 * * 0 9:00 * * 0 9:15 * * 0 9:30 * * 0 9:45 * * 0 10:00 * * 0 10:15 * * 0 10:30 * * 0 10:45 * * 0 11:00 * * 0 11:15 * * 0 11:30 * * 0 11:45 * * 0 Total 0 0 0 Percent - - Peak Volume Peak Factor ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd N of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road north of SH-44 Star, Idaho 2 6/13/2022 Southbound Northbound Time Total 12:00 PM * * 0 12:15 * * 0 12:30 * * 0 12:45 * * 0 1:00 * * 0 1:15 * * 0 1:30 * * 0 1:45 * * 0 2:00 * * 0 2:15 * * 0 2:30 * * 0 2:45 * * 0 3:00 * * 0 3:15 * * 0 3:30 * * 0 3:45 * * 0 4:00 * * 0 4:15 * * 0 4:30 * * 0 4:45 * * 0 5:00 * * 0 5:15 * * 0 5:30 * * 0 5:45 * * 0 6:00 * * 0 6:15 * * 0 6:30 * * 0 6:45 * * 0 7:00 * * 0 7:15 * * 0 7:30 * * 0 7:45 * * 0 8:00 * * 0 8:15 * * 0 8:30 * * 0 8:45 * * 0 9:00 * * 0 9:15 * * 0 9:30 * * 0 9:45 * * 0 10:00 * * 0 10:15 * * 0 10:30 * * 0 10:45 * * 0 11:00 5 20 25 11:15 9 9 18 11:30 12 8 20 11:45 3 10 13 Total 29 47 76 Percent 38.2% 61.8% Peak 11:00 11:00 11:00 Volume 29 47 76 Peak Factor 0.604 0.588 0.760 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd N of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road north of SH-44 Star, Idaho 3 6/14/2022 Southbound Northbound Time Total 12:00 AM 6 6 12 12:15 4 4 8 12:30 3 4 7 12:45 4 7 11 1:00 6 2 8 1:15 0 1 1 1:30 0 3 3 1:45 3 2 5 2:00 2 1 3 2:15 2 8 10 2:30 4 3 7 2:45 2 3 5 3:00 4 1 5 3:15 4 2 6 3:30 4 2 6 3:45 4 1 5 4:00 5 0 5 4:15 5 1 6 4:30 17 0 17 4:45 13 4 17 5:00 19 4 23 5:15 24 8 32 5:30 36 13 49 5:45 30 15 45 6:00 38 10 48 6:15 46 23 69 6:30 67 21 88 6:45 70 30 100 7:00 88 42 130 7:15 67 40 107 7:30 102 32 134 7:45 86 46 132 8:00 77 65 142 8:15 84 50 134 8:30 94 55 149 8:45 101 64 165 9:00 102 70 172 9:15 86 54 140 9:30 103 56 159 9:45 78 62 140 10:00 90 71 161 10:15 80 54 134 10:30 72 68 140 10:45 92 66 158 11:00 106 68 174 11:15 79 76 155 11:30 100 70 170 11:45 96 90 186 Total 2205 1378 3583 Percent 61.5% 38.5% Peak 8:45 11:00 11:00 Volume 392 304 685 Peak Factor 0.951 0.844 0.921 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd N of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road north of SH-44 Star, Idaho 4 6/14/2022 Southbound Northbound Time Total 12:00 PM 90 70 160 12:15 94 98 192 12:30 98 96 194 12:45 98 88 186 1:00 88 86 174 1:15 88 92 180 1:30 104 70 174 1:45 92 80 172 2:00 68 84 152 2:15 86 104 190 2:30 80 94 174 2:45 99 64 163 3:00 80 88 168 3:15 74 84 158 3:30 88 86 174 3:45 88 116 204 4:00 102 113 215 4:15 80 78 158 4:30 85 106 191 4:45 73 80 153 5:00 82 82 164 5:15 93 110 203 5:30 98 81 179 5:45 76 88 164 6:00 72 88 160 6:15 81 104 185 6:30 62 94 156 6:45 60 68 128 7:00 45 50 95 7:15 50 58 108 7:30 50 54 104 7:45 50 51 101 8:00 30 53 83 8:15 41 50 91 8:30 23 41 64 8:45 35 45 80 9:00 18 54 72 9:15 27 48 75 9:30 28 41 69 9:45 26 42 68 10:00 15 23 38 10:15 19 26 45 10:30 7 24 31 10:45 10 22 32 11:00 12 16 28 11:15 6 9 15 11:30 4 10 14 11:45 4 11 15 Total 2879 3220 6099 Percent 47.2% 52.8% Peak 12:00 PM 3:45 3:45 Volume 380 413 768 Peak Factor 0.969 0.890 0.893 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd N of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road north of SH-44 Star, Idaho 5 6/15/2022 Southbound Northbound Time Total 12:00 AM 6 9 15 12:15 4 6 10 12:30 5 7 12 12:45 3 7 10 1:00 2 6 8 1:15 2 4 6 1:30 1 4 5 1:45 0 0 0 2:00 2 3 5 2:15 1 1 2 2:30 1 1 2 2:45 1 2 3 3:00 3 1 4 3:15 0 1 1 3:30 5 2 7 3:45 4 2 6 4:00 3 2 5 4:15 10 2 12 4:30 22 1 23 4:45 10 6 16 5:00 13 4 17 5:15 31 3 34 5:30 24 6 30 5:45 38 10 48 6:00 33 8 41 6:15 44 35 79 6:30 74 20 94 6:45 68 40 108 7:00 82 43 125 7:15 76 56 132 7:30 82 50 132 7:45 98 55 153 8:00 92 44 136 8:15 102 46 148 8:30 98 64 162 8:45 111 63 174 9:00 82 64 146 9:15 93 67 160 9:30 87 54 141 9:45 106 72 178 10:00 85 69 154 10:15 88 76 164 10:30 96 76 172 10:45 86 70 156 11:00 78 86 164 11:15 91 79 170 11:30 92 72 164 11:45 102 102 204 Total 2237 1501 3738 Percent 59.8% 40.2% Peak 8:00 11:00 11:00 Volume 403 339 702 Peak Factor 0.908 0.831 0.860 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd N of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road north of SH-44 Star, Idaho 6 6/15/2022 Southbound Northbound Time Total 12:00 PM 111 70 181 12:15 104 94 198 12:30 94 94 188 12:45 109 111 220 1:00 94 98 192 1:15 88 94 182 1:30 93 94 187 1:45 105 86 191 2:00 98 91 189 2:15 78 85 163 2:30 108 98 206 2:45 95 86 181 3:00 92 104 196 3:15 90 78 168 3:30 94 96 190 3:45 108 111 219 4:00 104 100 204 4:15 100 85 185 4:30 96 110 206 4:45 103 123 226 5:00 100 114 214 5:15 94 112 206 5:30 90 90 180 5:45 90 84 174 6:00 90 86 176 6:15 111 95 206 6:30 68 64 132 6:45 72 89 161 7:00 58 83 141 7:15 48 62 110 7:30 50 58 108 7:45 40 72 112 8:00 48 56 104 8:15 40 58 98 8:30 28 46 74 8:45 46 47 93 9:00 32 53 85 9:15 26 63 89 9:30 29 31 60 9:45 22 44 66 10:00 19 27 46 10:15 11 26 37 10:30 16 24 40 10:45 10 26 36 11:00 * * 0 11:15 * * 0 11:30 * * 0 11:45 * * 0 Total 3202 3418 6620 Percent 48.4% 51.6% Peak 12:00 PM 4:30 4:30 Volume 418 459 852 Peak Factor 0.941 0.933 0.942 Grand Total 10552 9564 20116 Percent 52.5% 47.5% AADT ADT: 9,682 AADT: 9,682 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd S of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road south of SH-44 Star, Idaho 1 6/13/2022 Southbound Northbound Time Total 12:00 AM * * 0 12:15 * * 0 12:30 * * 0 12:45 * * 0 1:00 * * 0 1:15 * * 0 1:30 * * 0 1:45 * * 0 2:00 * * 0 2:15 * * 0 2:30 * * 0 2:45 * * 0 3:00 * * 0 3:15 * * 0 3:30 * * 0 3:45 * * 0 4:00 * * 0 4:15 * * 0 4:30 * * 0 4:45 * * 0 5:00 * * 0 5:15 * * 0 5:30 * * 0 5:45 * * 0 6:00 * * 0 6:15 * * 0 6:30 * * 0 6:45 * * 0 7:00 * * 0 7:15 * * 0 7:30 * * 0 7:45 * * 0 8:00 * * 0 8:15 * * 0 8:30 * * 0 8:45 * * 0 9:00 * * 0 9:15 * * 0 9:30 * * 0 9:45 * * 0 10:00 * * 0 10:15 * * 0 10:30 * * 0 10:45 * * 0 11:00 * * 0 11:15 * * 0 11:30 * * 0 11:45 * * 0 Total 0 0 0 Percent - - Peak Volume Peak Factor ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd S of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road south of SH-44 Star, Idaho 2 6/13/2022 Southbound Northbound Time Total 12:00 PM * * 0 12:15 * * 0 12:30 * * 0 12:45 * * 0 1:00 * * 0 1:15 * * 0 1:30 * * 0 1:45 * * 0 2:00 * * 0 2:15 * * 0 2:30 * * 0 2:45 * * 0 3:00 * * 0 3:15 * * 0 3:30 * * 0 3:45 * * 0 4:00 * * 0 4:15 * * 0 4:30 * * 0 4:45 * * 0 5:00 * * 0 5:15 * * 0 5:30 * * 0 5:45 * * 0 6:00 * * 0 6:15 * * 0 6:30 * * 0 6:45 * * 0 7:00 * * 0 7:15 * * 0 7:30 * * 0 7:45 * * 0 8:00 * * 0 8:15 * * 0 8:30 * * 0 8:45 * * 0 9:00 * * 0 9:15 * * 0 9:30 * * 0 9:45 * * 0 10:00 * * 0 10:15 * * 0 10:30 * * 0 10:45 * * 0 11:00 14 16 30 11:15 7 13 20 11:30 10 10 20 11:45 1 6 7 Total 32 45 77 Percent 41.6% 58.4% Peak 11:00 11:00 11:00 Volume 32 45 77 Peak Factor 0.571 0.703 0.642 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd S of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road south of SH-44 Star, Idaho 3 6/14/2022 Southbound Northbound Time Total 12:00 AM 14 9 23 12:15 3 10 13 12:30 2 9 11 12:45 7 6 13 1:00 5 3 8 1:15 2 4 6 1:30 4 8 12 1:45 5 4 9 2:00 5 3 8 2:15 4 8 12 2:30 0 4 4 2:45 0 2 2 3:00 8 2 10 3:15 3 2 5 3:30 8 4 12 3:45 9 2 11 4:00 11 2 13 4:15 9 4 13 4:30 24 3 27 4:45 23 9 32 5:00 25 8 33 5:15 38 10 48 5:30 47 18 65 5:45 50 28 78 6:00 54 34 88 6:15 88 33 121 6:30 88 52 140 6:45 106 83 189 7:00 116 76 192 7:15 108 68 176 7:30 128 96 224 7:45 106 89 195 8:00 96 92 188 8:15 109 98 207 8:30 130 78 208 8:45 128 106 234 9:00 130 70 200 9:15 93 70 163 9:30 109 99 208 9:45 102 98 200 10:00 102 90 192 10:15 99 85 184 10:30 119 88 207 10:45 117 116 233 11:00 122 96 218 11:15 104 114 218 11:30 95 106 201 11:45 115 95 210 Total 2870 2194 5064 Percent 56.7% 43.3% Peak 8:15 10:45 10:30 Volume 497 432 876 Peak Factor 0.956 0.931 0.940 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd S of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road south of SH-44 Star, Idaho 4 6/14/2022 Southbound Northbound Time Total 12:00 PM 130 96 226 12:15 87 114 201 12:30 110 111 221 12:45 134 102 236 1:00 118 128 246 1:15 94 112 206 1:30 109 98 207 1:45 98 106 204 2:00 95 108 203 2:15 126 112 238 2:30 102 118 220 2:45 102 95 197 3:00 118 122 240 3:15 106 115 221 3:30 110 104 214 3:45 139 139 278 4:00 137 128 265 4:15 133 112 245 4:30 130 143 273 4:45 104 122 226 5:00 97 136 233 5:15 122 130 252 5:30 120 146 266 5:45 122 137 259 6:00 90 152 242 6:15 130 126 256 6:30 86 94 180 6:45 75 102 177 7:00 68 72 140 7:15 70 68 138 7:30 56 72 128 7:45 54 66 120 8:00 40 36 76 8:15 34 56 90 8:30 35 59 94 8:45 26 58 84 9:00 36 64 100 9:15 33 55 88 9:30 22 38 60 9:45 20 42 62 10:00 26 24 50 10:15 28 31 59 10:30 16 28 44 10:45 16 24 40 11:00 13 17 30 11:15 11 18 29 11:30 13 12 25 11:45 1 18 19 Total 3742 4166 7908 Percent 47.3% 52.7% Peak 3:45 5:15 3:45 Volume [PHONE REDACTED] Peak Factor 0.969 0.929 0.954 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd S of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road south of SH-44 Star, Idaho 5 6/15/2022 Southbound Northbound Time Total 12:00 AM 7 4 11 12:15 7 7 14 12:30 3 8 11 12:45 1 7 8 1:00 2 5 7 1:15 6 6 12 1:30 2 3 5 1:45 5 3 8 2:00 1 1 2 2:15 1 1 2 2:30 6 4 10 2:45 3 4 7 3:00 5 2 7 3:15 3 2 5 3:30 13 4 17 3:45 8 1 9 4:00 7 2 9 4:15 9 5 14 4:30 28 4 32 4:45 15 6 21 5:00 23 12 35 5:15 38 8 46 5:30 40 8 48 5:45 51 32 83 6:00 58 26 84 6:15 90 56 146 6:30 118 77 195 6:45 112 79 191 7:00 114 85 199 7:15 132 85 217 7:30 122 83 205 7:45 106 101 207 8:00 124 82 206 8:15 114 72 186 8:30 128 121 249 8:45 122 86 208 9:00 100 127 227 9:15 123 92 215 9:30 123 85 208 9:45 98 79 177 10:00 102 110 212 10:15 119 94 213 10:30 129 102 231 10:45 104 114 218 11:00 116 102 218 11:15 107 122 229 11:30 104 86 190 11:45 122 130 252 Total 2971 2335 5306 Percent 56.0% 44.0% Peak 8:00 10:30 8:30 Volume 488 440 899 Peak Factor 0.953 0.902 0.903 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Star Rd S of SH-44 Type: Volume / Direction Start Date: 6/13/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Axle Hits / 2 Star Road south of SH-44 Star, Idaho 6 6/15/2022 Southbound Northbound Time Total 12:00 PM 106 112 218 12:15 114 115 229 12:30 123 134 257 12:45 118 102 220 1:00 112 96 208 1:15 124 140 264 1:30 98 122 220 1:45 107 112 219 2:00 118 130 248 2:15 122 122 244 2:30 118 136 254 2:45 124 132 256 3:00 142 102 244 3:15 228 0 228 3:30 133 150 283 3:45 116 138 254 4:00 137 136 273 4:15 132 112 244 4:30 141 132 273 4:45 136 152 288 5:00 126 126 252 5:15 160 108 268 5:30 118 110 228 5:45 118 112 230 6:00 114 134 248 6:15 117 127 244 6:30 86 89 175 6:45 88 88 176 7:00 66 86 152 7:15 67 67 134 7:30 76 60 136 7:45 48 70 118 8:00 48 62 110 8:15 56 74 130 8:30 42 64 106 8:45 43 58 101 9:00 31 66 97 9:15 36 52 88 9:30 35 38 73 9:45 32 48 80 10:00 41 32 73 10:15 18 23 41 10:30 17 31 48 10:45 15 26 41 11:00 * * 0 11:15 * * 0 11:30 * * 0 11:45 * * 0 Total 4147 4126 8273 Percent 50.1% 49.9% Peak 2:45 3:30 4:30 Volume [PHONE REDACTED] Peak Factor 0.688 0.893 0.938 Grand Total 13762 12866 26628 Percent 51.7% 48.3% AADT ADT: 12,972 AADT: 12,972 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Wing Rd N of Beacon Light Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Wing Road south of Beacon Light Road Star, Idaho 1 6/14/2022 Southbound Northbound Time Total 12:00 AM 2 0 2 12:15 0 0 0 12:30 0 0 0 12:45 0 0 0 1:00 1 0 1 1:15 0 0 0 1:30 1 0 1 1:45 0 0 0 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 1 1 4:30 0 0 0 4:45 0 1 1 5:00 0 1 1 5:15 2 1 3 5:30 0 4 4 5:45 3 1 4 6:00 1 2 3 6:15 2 8 10 6:30 3 8 11 6:45 4 13 17 7:00 4 2 6 7:15 6 11 17 7:30 6 11 17 7:45 5 2 7 8:00 4 7 11 8:15 6 4 10 8:30 4 13 17 8:45 3 8 11 9:00 10 11 21 9:15 1 6 7 9:30 3 11 14 9:45 8 13 21 10:00 4 4 8 10:15 9 7 16 10:30 10 11 21 10:45 6 6 12 11:00 11 8 19 11:15 5 5 10 11:30 9 10 19 11:45 12 6 18 Total 145 196 341 Percent 42.5% 57.5% Peak 11:00 9:00 10:15 Volume 37 41 68 Peak Factor 0.771 0.788 0.810 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Wing Rd N of Beacon Light Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Wing Road south of Beacon Light Road Star, Idaho 2 6/14/2022 Southbound Northbound Time Total 12:00 PM 9 12 21 12:15 8 13 21 12:30 10 13 23 12:45 8 8 16 1:00 7 11 18 1:15 6 12 18 1:30 14 6 20 1:45 11 14 25 2:00 9 11 20 2:15 9 12 21 2:30 8 11 19 2:45 9 8 17 3:00 13 10 23 3:15 11 8 19 3:30 6 9 15 3:45 9 32 41 4:00 9 38 47 4:15 4 8 12 4:30 12 7 19 4:45 13 11 24 5:00 15 9 24 5:15 15 6 21 5:30 8 8 16 5:45 12 7 19 6:00 2 8 10 6:15 13 9 22 6:30 7 4 11 6:45 5 3 8 7:00 6 2 8 7:15 9 5 14 7:30 5 12 17 7:45 8 3 11 8:00 6 1 7 8:15 12 3 15 8:30 4 2 6 8:45 3 4 7 9:00 5 2 7 9:15 8 5 13 9:30 5 2 7 9:45 5 1 6 10:00 3 0 3 10:15 1 4 5 10:30 1 0 1 10:45 2 1 3 11:00 1 1 2 11:15 0 1 1 11:30 1 1 2 11:45 2 0 2 Total 349 358 707 Percent 49.4% 50.6% Peak 4:30 3:15 3:15 Volume 55 87 122 Peak Factor 0.917 0.572 0.649 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Wing Rd N of Beacon Light Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Wing Road south of Beacon Light Road Star, Idaho 3 6/15/2022 Southbound Northbound Time Total 12:00 AM 1 0 1 12:15 2 1 3 12:30 3 0 3 12:45 0 0 0 1:00 1 0 1 1:15 0 0 0 1:30 1 0 1 1:45 1 1 2 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 0 0 4:30 0 0 0 4:45 1 0 1 5:00 0 0 0 5:15 1 6 7 5:30 0 3 3 5:45 1 1 2 6:00 0 4 4 6:15 3 10 13 6:30 3 9 12 6:45 4 4 8 7:00 6 8 14 7:15 8 16 24 7:30 3 5 8 7:45 3 3 6 8:00 6 3 9 8:15 4 7 11 8:30 5 11 16 8:45 4 10 14 9:00 5 7 12 9:15 3 11 14 9:30 8 6 14 9:45 11 5 16 10:00 3 5 8 10:15 11 13 24 10:30 11 13 24 10:45 7 12 19 11:00 4 7 11 11:15 12 11 23 11:30 8 7 15 11:45 7 18 25 Total 151 217 368 Percent 41.0% 59.0% Peak 9:45 10:15 10:15 Volume 36 45 78 Peak Factor 0.818 0.865 0.813 ---PAGE BREAK--- L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0277 Wing Rd N of Beacon Light Rd Type: Volume / Direction Start Date: 6/14/2022 Tech: Judd / Klaren / Macomb End Date: 6/15/2022 Count: Radar Volume Wing Road south of Beacon Light Road Star, Idaho 4 6/15/2022 Southbound Northbound Time Total 12:00 PM 4 7 11 12:15 8 9 17 12:30 7 5 12 12:45 17 8 25 1:00 11 10 21 1:15 6 10 16 1:30 11 8 19 1:45 11 7 18 2:00 5 1 6 2:15 12 9 21 2:30 7 8 15 2:45 6 8 14 3:00 10 8 18 3:15 9 14 23 3:30 8 7 15 3:45 6 8 14 4:00 7 6 13 4:15 11 5 16 4:30 5 11 16 4:45 8 9 17 5:00 14 10 24 5:15 14 4 18 5:30 10 3 13 5:45 13 10 23 6:00 7 17 24 6:15 12 8 20 6:30 11 11 22 6:45 5 3 8 7:00 6 6 12 7:15 5 4 9 7:30 5 4 9 7:45 7 6 13 8:00 12 1 13 8:15 6 5 11 8:30 4 3 7 8:45 2 1 3 9:00 5 3 8 9:15 6 1 7 9:30 10 2 12 9:45 4 0 4 10:00 4 1 5 10:15 4 3 7 10:30 3 0 3 10:45 4 0 4 11:00 0 0 0 11:15 0 1 1 11:30 5 2 7 11:45 2 0 2 Total 349 267 616 Percent 56.7% 43.3% Peak 5:00 5:45 5:45 Volume 51 46 89 Peak Factor 0.911 0.676 0.927 Grand Total 994 1038 2032 Percent 48.9% 51.1% AADT ADT: 1,016 AADT: 1,016 ---PAGE BREAK--- Appendix G Crash Data ---PAGE BREAK--- Accident # Vehicle Type Driver Action Unit Travel Direction Most Harmful Event Contributing Circumstance 1 Contributing Circumstance 2 Contributing Circumstance 3 Road Condition Weather Surface Light Fatalities Injuries Serial Number AccidentDate Severity 1 Car Going Straight E Overturn Alcohol Impaired Overcorrected Failed to Maintain Lane None Clear Dry Dark, No Street Lights 0 4 20C549941 5/1/2020 A Injury Accident 2 Car Going Straight E Animal - Wild Animal(s) in Roadway None None None Clear Dry Day 0 0 18C499471 10/3/2018 Property Dmg Report Beacon Light Road - SH 16 to Palmer Lane ---PAGE BREAK--- Accident # Street1 Street2 Accident Date Serial # Light Weather Wet/Dry Units Fatalities Injuries Severity Unit Type Action Injury Citation Event Contrib Circ Number Of Injuries 1 New Hope Rd Can Ada Rd 11/7/2020 16:41 20C558589 Day Rain Wet 1 0 0 Property Dmg Report Car Going Straight No Apparent Injury DRIVINGÂ Â Â Reckless Traffic Sign Support Drug Impaired 0 Can Ada Road / New Hope Road ---PAGE BREAK--- Accident # Street1 Street2 Accident Date Serial # Light Weather Wet/Dry Units Fatalities Injuries Severity Direction Unit Type Action Injury Citation Unit # Person Event Contrib Circ Number Of Injuries 1 Can Ada Rd SH 44 12/21/2021 20:13 21C592192 Dark, Street Lights On Fog Dry 1 0 0 Property Dmg Report S Car Going Straight No Apparent Injury Not Cited 1 1 Immersion Failed to Obey Stop Sign 0 2 Can Ada Rd SH 44 7/29/2021 13:06 21C578905 Day Clear Dry 2 0 0 Property Dmg Report S SUV/Crossover Turning Right No Apparent Injury DRIVINGÂ Â Â Inattentive or careless 1 3 Same Direction Turning Improper Lane Change 0 Can Ada Rd SH 44 7/29/2021 13:06 21C578905 Day Clear Dry 2 0 0 Property Dmg Report S Truck - 3+ Axle Turning Left No Apparent Injury 2 3 Same Direction Turning Improper Overtaking 0 3 SH 44 Can Ada Rd 11/6/2018 14:44 18C501700 Day Cloudy Dry 2 0 1 C Injury Accident S Car Turning Left No Apparent Injury DRIVINGÂ Â Â Stop for stop sign 1 3 Angle Turning Failed to Yield 1 SH 44 Can Ada Rd 11/6/2018 14:44 18C501700 Day Cloudy Dry 2 0 1 C Injury Accident W Going Straight Possible Injury Not Cited 2 3 Angle Turning 1 4 Can Ada Rd SH 44 9/13/2018 17:34 18C500261 Day Clear Dry 2 0 0 Property Dmg Report S Pickup Turning Left No Apparent Injury DRIVINGÂ Â Â Following too close 1 2 Rear-End Turning Following Too Close 0 Can Ada Rd SH 44 9/13/2018 17:34 18C500261 Day Clear Dry 2 0 0 Property Dmg Report S SUV/Crossover Turning Right No Apparent Injury Not Cited 2 2 Rear-End Turning 0 5 SH 44 Can Ada Rd 4/22/2018 17:59 18C486066 Day Clear Dry 2 0 2 B Injury Accident E Pickup Going Straight Suspected Minor Injury DRIVINGÂ Â Â Following too close 1 2 Rear-End Inattention 2 SH 44 Can Ada Rd 4/22/2018 17:59 18C486066 Day Clear Dry 2 0 2 B Injury Accident E Pickup Slowing in Traffic Suspected Minor Injury 2 2 Rear-End 2 6 SH 44 Can Ada Rd 3/31/2018 16:18 18C484133 Day Clear Dry 2 0 0 Property Dmg Report S Car Turning Left No Apparent Injury DRIVINGÂ Â Â Stop for stop sign 1 3 Rear-End Failed to Yield 0 SH 44 Can Ada Rd 3/31/2018 16:18 18C484133 Day Clear Dry 2 0 0 Property Dmg Report E Pickup Going Straight No Apparent Injury Not Cited 2 3 Rear-End 0 7 SH 44 Can Ada Rd 7/9/2017 1:10 17C461130 Dark, Street Lights On Clear Wet 2 0 2 C Injury Accident S Car Turning Left Possible Injury DRIVINGÂ Â Â Stop for stop sign 1 2 Angle Inattention 2 SH 44 Can Ada Rd 7/9/2017 1:10 17C461130 Dark, Street Lights On Clear Wet 2 0 2 C Injury Accident W Pickup Going Straight Possible Injury Not Cited 2 2 Angle 2 Can Ada Road / SH 44 ---PAGE BREAK--- Accident # Vehicle Type Driver Action Unit Travel Direction Most Harmful Event Contributing Circumstance 1 Contributing Circumstance 2 Contributing Circumstance 3 Road Condition Weather Surface Light Fatalities Injuries Serial Number AccidentDate Severity 1 Car Negotiating Curve S Tree Alcohol Impaired Speed Too Fast For Conditions Failed to Maintain Lane None Clear Dry Dark, Street Lights On 0 1 20C560611 11/19/2020 C Injury Accident Can Ada Road - New Hope Road to Lanktree Gulch Road ---PAGE BREAK--- Accident # Vehicle Type Driver Action Unit Travel Direction Most Harmful Event Contributing Circumstance 1 Contributing Circumstance 2 Contributing Circumstance 3 Weather Surface Light Fatalities Injuries Serial Number AccidentDate Severity 1 Car Going Straight N Same Direction Turning Improper Overtaking None None Cloudy Dry Day 0 0 17C463868 8/7/2017 Property Dmg Report SUV/Crossover Turning Right E Same Direction Turning Failed to Maintain Lane None None 0 0 17C463868 8/7/2017 Property Dmg Report 2 Car Going Straight N Overturn Inattention Failed to Maintain Lane Distracted IN or ON Vehicle Blowing Snow Wet Dark, No Street Lights 0 1 20C563133 12/30/2020 B Injury Accident 3 SUV/Crossover Avoiding Obstacle S Rear-End None None None Clear Dry Day 0 0 19C515141 4/27/2019 Property Dmg Report SUV/Crossover Going Straight S Rear-End Inattention Following Too Close None 0 0 19C515141 4/27/2019 Property Dmg Report Can Ada Road - SH 44 to New Hope Road ---PAGE BREAK--- Accident # Vehicle Type Driver Action Unit Travel Direction Most Harmful Event Contributing Circumstance 1 Contributing Circumstance 2 Contributing Circumstance 3 Weather Surface Light Fatalities Injuries Serial Number AccidentDate Severity 1 Pickup Avoiding Obstacle E Overturn None Overcorrected Animal(s) in Roadway Clear Dry Dark, No Street Lights 0 1 19C533190 11/18/2019 B Injury Accident 2 Car Going Straight E Head-On Speed Too Fast For Conditions None None Blowing Snow Snow Dark, Street Lights On 0 5 17C451308 1/18/2017 C Injury Accident Bus - 16 or more seats Going Straight W Head-On None None None 0 0 17C451308 1/18/2017 C Injury Accident 3 Pickup Negotiating Curve W Overturn Overcorrected Failed to Maintain Lane None Clear Dry Dark, No Street Lights 0 0 17C460795 6/17/2017 Property Dmg Report Car Negotiating Curve E Non-Contact Unit Drove Left of Center None None 0 0 17C460795 6/17/2017 Property Dmg Report Deep Canyon Drive - Purple Sage to SH 16 ---PAGE BREAK--- Accident # Vehicle Type Driver Action Unit Travel Direction Most Harmful Event Contributing Circumstance 1 Weather Surface Light Fatalities Injuries Serial Number AccidentDate Severity 1 SUV/Crossover Negotiating Curve W Overturn Speed Too Fast For Conditions Clear Dry Day 0 1 19C528954 9/15/2019 C Injury Accident Lanktree Gulch Road - Can Ada to High Country ---PAGE BREAK--- Appendix H Proposed Growth Rate Email Discussions ---PAGE BREAK--- 1 Sam From: Paige Bankhead <[EMAIL REDACTED]> Sent: Friday, July 29, 2022 11:13 AM To: Sam Cc: Sonia Daleiden; Regan Hansen; Chris Hopper; Jamie Markosian; Mindy Wallace; Jason Brinkman Subject: RE: Willow Brook Golf Community TIS - Scoping Memorandum Hi Sam, Thank you! The scoping memo is acceptable. Paige Bankhead, PE Traffic Engineer Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 From: Sam Sent: Monday, July 25, 2022 4:34 PM To: Paige Bankhead <[EMAIL REDACTED]> Cc: Sonia Daleiden <[EMAIL REDACTED]>; Regan Hansen <[EMAIL REDACTED]>; Chris Hopper <[EMAIL REDACTED]>; Jamie Markosian <[EMAIL REDACTED]>; Mindy Wallace <[EMAIL REDACTED]>; Jason Brinkman <[EMAIL REDACTED]> Subject: RE: Willow Brook Golf Community TIS - Scoping Memorandum CAUTION: This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hi Paige, Please find the attached updated scoping memo for the Willow Brook Golf Community TIS per your comments from May 9. Please specifically review the proposed growth rates which are now shown with existing traffic volumes and projected 2030 and 2045 traffic volumes. Let us know if you find any roadways to have unrealistic growth rates and we can further refine them. Thank you, ---PAGE BREAK--- 2 Sam Transportation Analyst (he/him) Kittelson & Associates, Inc. Transportation Engineering / Planning [PHONE REDACTED] (direct) From: Paige Bankhead <[EMAIL REDACTED]> Sent: Monday, May 16, 2022 3:10 PM To: Sam Jamie Markosian <[EMAIL REDACTED]>; Mindy Wallace <[EMAIL REDACTED]>; Jason Brinkman <[EMAIL REDACTED]> Cc: Sonia Daleiden <[EMAIL REDACTED]>; Regan Hansen <[EMAIL REDACTED]>; Chris Hopper <[EMAIL REDACTED]> Subject: RE: Willow Brook Golf Community TIS - Scoping Memorandum Hi Sam, Just following up on our phone conversation, thanks for clearing that up. I will be on the lookout for the updated memo after you have collected counts to see if growth rates are reasonable. Thanks! Paige Bankhead, PE Traffic Engineer Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 We currently have a high volume of development applications and traffic impact studies that are under review and review times are longer than usual. Thank you in advance for your patience. From: Sam Sent: Monday, May 16, 2022 1:03 PM To: Paige Bankhead <[EMAIL REDACTED]>; Jamie Markosian <[EMAIL REDACTED]>; Mindy Wallace <[EMAIL REDACTED]>; Jason Brinkman <[EMAIL REDACTED]> Cc: Sonia Daleiden <[EMAIL REDACTED]>; Regan Hansen <[EMAIL REDACTED]>; Chris Hopper <[EMAIL REDACTED]> Subject: RE: Willow Brook Golf Community TIS - Scoping Memorandum ---PAGE BREAK--- 3 CAUTION: This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Thanks Paige, I want to make sure we don’t have a disconnect on the trip distribution. We will be accounting for 100% of the external trips. 80% of those trips will extend beyond the limits of the study intersections/roadways (represented by the distribution arrows). The other 20% will be external to the site, but will not make it beyond the study intersections/roadways (mostly ending in the City of Star). We will update you when we have reviewed the growth rates. Thank you, Sam Transportation Analyst (he/him) Kittelson & Associates, Inc. Transportation Engineering / Planning [PHONE REDACTED] (direct) From: Paige Bankhead <[EMAIL REDACTED]> Sent: Friday, May 13, 2022 3:11 PM To: Sam Jamie Markosian <[EMAIL REDACTED]>; Mindy Wallace <[EMAIL REDACTED]>; Jason Brinkman <[EMAIL REDACTED]> Cc: Sonia Daleiden <[EMAIL REDACTED]>; Regan Hansen <[EMAIL REDACTED]>; Chris Hopper <[EMAIL REDACTED]> Subject: RE: Willow Brook Golf Community TIS - Scoping Memorandum Hi Sam, 1. The trip distribution percentages typically reflect and are applied to the external trips since the percentages are applied outside of the site. The external trips already account for the internal trip capture. I see what you are getting at with the internal trip capture, but we want to see the trip distribution applied to the external trips, not the total trips. The trip distribution figure for 2045 should equate to 100%. 2. Yes- we agree with the proposed study area and intersections. Please send me an update on this when you have had a chance to review the collected counts and growth rates. Thanks! Paige Bankhead, PE Traffic Engineer Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 ---PAGE BREAK--- 4 We currently have a high volume of development applications and traffic impact studies that are under review and review times are longer than usual. Thank you in advance for your patience. From: Sam Sent: Friday, May 13, 2022 12:35 PM To: Paige Bankhead <[EMAIL REDACTED]>; Jamie Markosian <[EMAIL REDACTED]>; Mindy Wallace <[EMAIL REDACTED]>; Jason Brinkman <[EMAIL REDACTED]> Cc: Sonia Daleiden <[EMAIL REDACTED]>; Regan Hansen <[EMAIL REDACTED]>; Chris Hopper <[EMAIL REDACTED]> Subject: RE: Willow Brook Golf Community TIS - Scoping Memorandum CAUTION: This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hi Paige, We’ve reviewed your comments and addressed several of them in the scoping memo. Before we resubmit it, we would like to clarify a few of the comments. 1. As noted in Figure 5, the 2040 trip distribution currently includes 20% of trips that have an origin/destination within the study area (mostly to City of Star commercial areas). If we show the distribution arrows totaling 100% rather than 80%, we may be overestimating traffic on some of the roadways. How should we proceed? 2. We are willing to look at the projected growth rates and reevaluate if they are realistic compared to existing traffic. At this stage we have not collected traffic counts and we would like to be confirm the study area before we proceed with data collection. Does ACHD agree with the proposed study intersections and roadway segments? Jason/Regan, Does ITD have any additional comments on the scope of work, specifically related to the study area? Thanks and have a great weekend! Sam Transportation Analyst (he/him) Kittelson & Associates, Inc. Transportation Engineering / Planning [PHONE REDACTED] (direct) From: Paige Bankhead <[EMAIL REDACTED]> Sent: Monday, May 9, 2022 9:52 AM To: Jamie Markosian <[EMAIL REDACTED]>; Mindy Wallace <[EMAIL REDACTED]>; Jason Brinkman ---PAGE BREAK--- 5 <[EMAIL REDACTED]> Cc: Sam Sonia Daleiden <[EMAIL REDACTED]>; Regan Hansen <[EMAIL REDACTED]>; Chris Hopper <[EMAIL REDACTED]> Subject: RE: Willow Brook Golf Community TIS - Scoping Memorandum Hi Jamie, Thanks for your patience on this. Please address the following comments and resubmit the memo for review. • The trip generation does not assume a supermarket for the retail plaza, please note this is in the trip generation section. • The 2040 trip distribution figure needs to show the trip distribution for the external traffic in the development that equates to 100%. • Please ensure that 48 hour counts are collected for the road segments to calculate the ADT per Policy 7106.5.2. We have noticed that 24 hour counts are frequently being collected instead of 48 hour and we are reminding consultants of this Policy. o Please also ensure that 48 hour counts are collected for all legs of an unsignalized intersection in case signal warrants are necessary. Turning movement counts aren’t necessary for this timeframe, only for the peak hours. • The scoping memo indicates that Wing Road and Aerie Way will be constructed by 2045. Please clarify how these will be constructed, as these are off-site road segments that cross several parcels and BLM. The memo indicates that the study will evaluate the need and timing of these improvements. Staff assumes this means the study will analyze a study without those road segments, but please ensure a scenario without the roads is evaluated. • Just to be clear, please do not assume any ACHD road improvements will be in place. • Some of the growth rates proposed seem high, especially for roads that lead directly to the development since site traffic will be added to these roadways in the total build out scenario. I’m assuming some of these roads currently have very low volumes which may necessitate a high growth rate, but please evaluate if these growth rates seem reasonable compared to the existing volumes collected and projected volumes. Please provide justification or re-evaluate the growth rates. o Conversely, it would be expected for Star Road south of SH-44 that the growth rate would be higher than 2% for 2031 to 2045 given the future development along that road segment. Please specify a growth rate for this segment. ---PAGE BREAK--- 6 Please let me know if you have any questions. Thanks, Paige Bankhead, PE Traffic Engineer Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 We currently have a high volume of development applications and traffic impact studies that are under review and review times are longer than usual. Thank you in advance for your patience. From: Jamie Markosian <[EMAIL REDACTED]> Sent: Thursday, April 28, 2022 3:32 PM To: Mindy Wallace <[EMAIL REDACTED]>; Jason Brinkman <[EMAIL REDACTED]> Cc: Sam Sonia Daleiden <[EMAIL REDACTED]>; Regan Hansen <[EMAIL REDACTED]>; Chris Hopper <[EMAIL REDACTED]>; Paige Bankhead ---PAGE BREAK--- 7 <[EMAIL REDACTED]> Subject: Willow Brook Golf Community TIS - Scoping Memorandum CAUTION: This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Good afternoon Mindy and Jason, There have been some new developments on the Willow Brook Golf Community project which we have been taking time to work with the client to finalize before getting this scoping memorandum to you for review. The following elements of the project have changed: a. There is no longer any parcel of the project located within Canyon County. All parcels in Canyon County have been sold off and are not in control of our client, nor will they be included in the project or future permitting/annexation/rezoning requests associated with the Willow Brook development. The whole project is now solely within Ada County. b. The land use and residential densities for the project have been adjusted i. ~50 fewer single family homes ii. ~450 fewer townhomes With these considerations in mind, we have updated the scoping memorandum attached to reflect what we believe is a reasonable scope of work for a TIS of similar format to what we have already discussed detailed ‘Phase 1’ TIS to account for initial 30% of housing units and the golf course accompanied by a planning level analysis of the complete build-out of the project). Please review and let us know if you find this scope acceptable. If everything looks good, we will begin coordinating our data collection effort and begin the TIS activities. Thanks and please don’t hesitate to reach out if you have any questions. Jamie Jamie Markosian, PE Senior Engineer am working a reduced hours schedule as I transition back to work from parental leave. Thank you in advance for your patience and understanding** Kittelson & Associates, Inc. Transportation Engineering / Planning 101 South Capitol Boulevard, Suite 600 Boise, ID 83702 [PHONE REDACTED] [PHONE REDACTED] (direct) ---PAGE BREAK--- Appendix I COMPASS Model for the Willow Brook Development ---PAGE BREAK--- Note to Reviewers: The primary purpose of this report is to help agencies determine the scope of a Traffic Impact Study (TIS) and to assist TIS preparers in establishing trip distributions. New demand forecasted by the regional model for a proposed development may not match ITE Trip Generation estimates and they are not intended to replace the trip generation process of the TIS. Disclaimer Regarding Updated Model: The results documented in this report are based on the latest regional model, maintained by COMPASS, released in October of 2021, and based on the COMPASS 2050 Vision adopted in August 2021. Due to changes in demographics, TAZs, model network and model parameters, results should not be compared to those provided prior to October of 2021. Willow Brook (Ada) Proposed Development The following summarizes the results of an area of influence model run for a proposed development located west of SH-16 and north of Lanktree Gulch Rd. The proposed development shown in Figure 1 will consist of 1,002 single family units, 616 townhome units, an 18-hole public golf course, and 60,000 square feet of commercial use with an anticipated build out by 2045. This analysis includes results for Phase 1 by 2030 and for build out of the Ada County portion by 2045. This analysis does not consider any additional units or uses for Willow Brook within Canyon County. Figure 1 Table 1 provides the existing demographics for TAZ 957 and the proposed development’s demographics used for the area of influence model run. Temporary TAZs were used to isolate the impact of this development. A separate 2045 scenario was run to include a new proposed collector from the site to SH-16. Table 1 2021 2030 (Proposed) 2045 (Proposed) 2050 HH Jobs HH Jobs HH Jobs HH Jobs TAZ 957 235 53 236 55 247 270 247 270 Temp TAZ 1552 n/a n/a 485 25 916 25 n/a n/a Temp TAZs 1553-1555 n/a n/a 0 0 702 100 n/a n/a Surrounding TAZs 520 108 953 230 1,046 450 1,069 480 Total 755 161 1,674 310 2,911 845 1,316 750 Figure 2, Figure 3, Figure 4 : 2030 Peak Hour Results Figure 5, Figure 6, Figure 7, Figure 8, and Figure 9: 2045 Peak Hour Results Figure 10: Surrounding Area TAZs Figure 11, Figure 12, Figure 13, Figure 14, Figure 15, and Figure 16: Compounded Annual Growth Rates ---PAGE BREAK--- Figure 2: Area of Influence (2030 percent contribution to the total peak hour demand) ---PAGE BREAK--- Figure 3: Peak Hour Demand with Proposed Development (2030) ---PAGE BREAK--- Figure 4: Peak Hour Demand without Proposed Development (2030) ---PAGE BREAK--- Figure 5: Area of Influence (2045 percent contribution to the total peak hour demand) ---PAGE BREAK--- Figure 6: Peak Hour Demand with Proposed Development (2045) ---PAGE BREAK--- Figure 7: Area of Influence with Proposed Collector to SH-16 (2045 percent contribution to the total peak hour demand) ---PAGE BREAK--- Figure 8: Peak Hour Demand with Proposed Development and Proposed Collector to SH-16 (2045) ---PAGE BREAK--- Figure 9: Peak Hour Demand without Proposed Development (2045) ---PAGE BREAK--- Figure 10: Surrounding Area TAZs ---PAGE BREAK--- Figure 11: 2021 to 2025 Compounded Annual Growth Rates ---PAGE BREAK--- Figure 12: 2025 to 2030 Compounded Annual Growth Rates ---PAGE BREAK--- Figure 13: 2030 to 2035 Compounded Annual Growth Rates ---PAGE BREAK--- Figure 14: 2035 to 2040 Compounded Annual Growth Rates ---PAGE BREAK--- Figure 15: 2040 to 2045 Compounded Annual Growth Rates ---PAGE BREAK--- Figure 16: 2045 to 2050 Compounded Annual Growth Rates ---PAGE BREAK--- Appendix J Year 2030 Background Traffic Operation Worksheets ---PAGE BREAK--- HCM 6th TWSC 2030 Background Conditions AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/10/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 7.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 113 44 6 4 1 Future Vol, veh/h 4 113 44 6 4 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 4 0 0 0 Mvmt Flow 4 126 49 7 4 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 110 5 5 0 - 0 Stage 1 5 - - - - - Stage 2 105 - - - - - Critical Hdwy 6.4 6.2 4.14 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.236 - - - Pot Cap-1 Maneuver 892 1084 1603 - - - Stage 1 1023 - - - - - Stage 2 924 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 864 1084 1603 - - - Mov Cap-2 Maneuver 864 - - - - - Stage 1 991 - - - - - Stage 2 924 - - - - - Approach EB NB SB HCM Control Delay, s 8.8 6.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1603 - 1075 - - HCM Lane V/C Ratio 0.03 - 0.121 - - HCM Control Delay 7.3 0 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.4 - - ---PAGE BREAK--- HCM 6th TWSC 2030 Background Conditions AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/10/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 54 23 338 909 1 Future Vol, veh/h 2 54 23 338 909 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 3 3 100 Mvmt Flow 2 60 26 376 1010 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1439 1011 1011 0 - 0 Stage 1 1011 - - - - - Stage 2 428 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 148 293 694 - - - Stage 1 355 - - - - - Stage 2 662 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 143 293 694 - - - Mov Cap-2 Maneuver 143 - - - - - Stage 1 342 - - - - - Stage 2 662 - - - - - Approach EB NB SB HCM Control Delay, s 21.3 0.7 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 694 - 282 - - HCM Lane V/C Ratio 0.037 - 0.221 - - HCM Control Delay 10.4 - 21.3 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 0.1 - 0.8 - - ---PAGE BREAK--- HCM 6th TWSC 2030 Background Conditions AM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/10/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 12 1 54 11 2 115 Future Vol, veh/h 12 1 54 11 2 115 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 13 1 60 12 2 128 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 198 66 0 0 72 0 Stage 1 66 - - - - - Stage 2 132 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 795 1003 - - 1541 - Stage 1 962 - - - - - Stage 2 899 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 794 1003 - - 1541 - Mov Cap-2 Maneuver 794 - - - - - Stage 1 962 - - - - - Stage 2 898 - - - - - Approach WB NB SB HCM Control Delay, s 9.5 0 0.1 HCM LOS A Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 807 1541 - HCM Lane V/C Ratio - - 0.018 0.001 - HCM Control Delay - - 9.5 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 6th AWSC 2030 Background Conditions AM Peak Hour 107: Can Ada Road & New Hope Road 01/10/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 4 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 41 10 41 8 6 4 41 48 78 70 7 Future Vol, veh/h 6 41 10 41 8 6 4 41 48 78 70 7 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 4 0 46 20 0 23 0 0 0 0 0 Mvmt Flow 6 43 11 43 8 6 4 43 51 82 74 7 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.9 9 8.1 8.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 11% 75% 50% Vol Thru, % 44% 72% 15% 45% Vol Right, % 52% 18% 11% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 93 57 55 155 LT Vol 4 6 41 78 Through Vol 41 41 8 70 RT Vol 48 10 6 7 Lane Flow Rate 98 60 58 163 Geometry Grp 1 1 1 1 Degree of Util 0.122 0.075 0.087 0.199 Departure Headway (Hd) 4.469 4.491 5.434 4.383 Convergence, Y/N Yes Yes Yes Yes Cap 805 799 661 821 Service Time 2.484 2.514 3.458 2.398 HCM Lane V/C Ratio 0.122 0.075 0.088 0.199 HCM Control Delay 8.1 7.9 9 8.5 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.2 0.3 0.7 ---PAGE BREAK--- HCM 6th TWSC 2030 Background Conditions AM Peak Hour 117: SH 44 & Can Ada Road 01/10/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Intersection Int Delay, s/veh 10.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 52 940 393 43 85 70 Future Vol, veh/h 52 940 393 43 85 70 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 29 3 4 3 0 13 Mvmt Flow 55 1000 418 46 90 74 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 464 0 - 0 1551 441 Stage 1 - - - - 441 - Stage 2 - - - - 1110 - Critical Hdwy 4.39 - - - 6.4 6.33 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.461 - - - 3.5 3.417 Pot Cap-1 Maneuver 969 - - - 126 594 Stage 1 - - - - 653 - Stage 2 - - - - 318 - Platoon blocked, % - - - Mov Cap-1 Maneuver 969 - - - 110 594 Mov Cap-2 Maneuver - - - - 110 - Stage 1 - - - - 569 - Stage 2 - - - - 318 - Approach EB WB SB HCM Control Delay, s 0.5 0 108.6 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 969 - - - 174 HCM Lane V/C Ratio 0.057 - - - 0.948 HCM Control Delay 8.9 0 - - 108.6 HCM Lane LOS A A - - F HCM 95th %tile Q(veh) 0.2 - - - 7.3 ---PAGE BREAK--- HCM 6th TWSC 2030 Background Conditions PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/10/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 7.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 83 146 19 2 4 Future Vol, veh/h 6 83 146 19 2 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 7 92 162 21 2 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 349 4 6 0 - 0 Stage 1 4 - - - - - Stage 2 345 - - - - - Critical Hdwy 6.4 6.22 4.11 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.318 2.209 - - - Pot Cap-1 Maneuver 652 1080 1622 - - - Stage 1 1024 - - - - - Stage 2 722 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 586 1080 1622 - - - Mov Cap-2 Maneuver 586 - - - - - Stage 1 921 - - - - - Stage 2 722 - - - - - Approach EB NB SB HCM Control Delay, s 8.9 6.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1622 - 1022 - - HCM Lane V/C Ratio 0.1 - 0.097 - - HCM Control Delay 7.5 0 8.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.3 - 0.3 - - ---PAGE BREAK--- HCM 6th TWSC 2030 Background Conditions PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/10/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 40 70 1130 517 1 Future Vol, veh/h 1 40 70 1130 517 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 0 2 2 2 0 Mvmt Flow 1 44 77 1242 568 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1965 569 569 0 - 0 Stage 1 569 - - - - - Stage 2 1396 - - - - - Critical Hdwy 6.4 6.2 4.12 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.218 - - - Pot Cap-1 Maneuver 70 525 1003 - - - Stage 1 570 - - - - - Stage 2 232 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 65 525 1003 - - - Mov Cap-2 Maneuver 65 - - - - - Stage 1 526 - - - - - Stage 2 232 - - - - - Approach EB NB SB HCM Control Delay, s 13.9 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1003 - 448 - - HCM Lane V/C Ratio 0.077 - 0.101 - - HCM Control Delay 8.9 - 13.9 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.2 - 0.3 - - ---PAGE BREAK--- HCM 6th TWSC 2030 Background Conditions PM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/10/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 18 10 170 31 2 78 Future Vol, veh/h 18 10 170 31 2 78 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 20 11 189 34 2 87 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 297 206 0 0 223 0 Stage 1 206 - - - - - Stage 2 91 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 698 840 - - 1358 - Stage 1 833 - - - - - Stage 2 938 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 697 840 - - 1358 - Mov Cap-2 Maneuver 697 - - - - - Stage 1 833 - - - - - Stage 2 936 - - - - - Approach WB NB SB HCM Control Delay, s 10.1 0 0.2 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 742 1358 - HCM Lane V/C Ratio - - 0.042 0.002 - HCM Control Delay - - 10.1 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 6th AWSC 2030 Background Conditions PM Peak Hour 107: Can Ada Road & New Hope Road 01/10/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 4 Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 18 3 46 62 70 19 63 31 56 65 11 Future Vol, veh/h 5 18 3 46 62 70 19 63 31 56 65 11 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 7 3 0 0 0 0 3 0 0 Mvmt Flow 6 20 3 51 69 78 21 70 34 62 72 12 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 9 8.3 8.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 17% 19% 26% 42% Vol Thru, % 56% 69% 35% 49% Vol Right, % 27% 12% 39% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 113 26 178 132 LT Vol 19 5 46 56 Through Vol 63 18 62 65 RT Vol 31 3 70 11 Lane Flow Rate 126 29 198 147 Geometry Grp 1 1 1 1 Degree of Util 0.156 0.038 0.247 0.19 Departure Headway (Hd) 4.473 4.739 4.502 4.659 Convergence, Y/N Yes Yes Yes Yes Cap 801 754 797 770 Service Time 2.504 2.777 2.53 2.689 HCM Lane V/C Ratio 0.157 0.038 0.248 0.191 HCM Control Delay 8.3 8 9 8.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.1 1 0.7 ---PAGE BREAK--- HCM 6th TWSC 2030 Background Conditions PM Peak Hour 117: SH 44 & Can Ada Road 01/10/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Intersection Int Delay, s/veh 46.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 49 745 1002 72 100 48 Future Vol, veh/h 49 745 1002 72 100 48 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 6 2 1 2 2 12 Mvmt Flow 52 793 1066 77 106 51 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1143 0 - 0 2002 1105 Stage 1 - - - - 1105 - Stage 2 - - - - 897 - Critical Hdwy 4.16 - - - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.254 - - - 3.518 3.408 Pot Cap-1 Maneuver 597 - - - ~ 66 245 Stage 1 - - - - 317 - Stage 2 - - - - 398 - Platoon blocked, % - - - Mov Cap-1 Maneuver 597 - - - ~ 56 245 Mov Cap-2 Maneuver - - - - ~ 56 - Stage 1 - - - - 268 - Stage 2 - - - - 398 - Approach EB WB SB HCM Control Delay, s 0.7 0 $ 626.7 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 597 - - - 75 HCM Lane V/C Ratio 0.087 - - - 2.099 HCM Control Delay 11.6 0 - 626.7 HCM Lane LOS B A - - F HCM 95th %tile Q(veh) 0.3 - - - 14.4 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Appendix K Year 2030 Mitigated Background Traffic Operation Worksheets ---PAGE BREAK--- Queues 2030 Background Conditions Mitigations AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 55 1000 418 46 90 74 v/c Ratio 0.12 0.84 0.41 0.05 0.35 0.28 Control Delay 3.8 15.6 9.3 2.9 26.8 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.8 15.6 9.3 2.9 26.8 9.6 Queue Length 50th (ft) 5 187 81 0 30 0 Queue Length 95th (ft) 15 #548 157 13 66 30 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 465 1356 1072 937 582 509 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.74 0.39 0.05 0.15 0.15 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2030 Background Conditions Mitigations AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 52 940 393 43 85 70 Future Volume (vph) 52 940 393 43 85 70 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1326 1748 1731 1485 1710 1354 Flt Permitted 0.41 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 578 1748 1731 1485 1710 1354 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 55 1000 418 46 90 74 RTOR Reduction (vph) 0 0 0 20 0 63 Lane Group Flow (vph) 55 1000 418 26 90 11 Heavy Vehicles 29% 3% 4% 3% 0% 13% Turn Type pm+pt NA NA Perm Prot Prot Protected Phases 7 4 8 6 6 Permitted Phases 4 8 Actuated Green, G 40.1 40.1 32.8 32.8 8.4 8.4 Effective Green, g 40.1 40.1 32.8 32.8 8.4 8.4 Actuated g/C Ratio 0.70 0.70 0.57 0.57 0.15 0.15 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 439 1219 987 847 249 197 v/s Ratio Prot 0.01 c0.57 0.24 c0.05 0.01 v/s Ratio Perm 0.08 0.02 v/c Ratio 0.13 0.82 0.42 0.03 0.36 0.05 Uniform Delay, d1 3.3 6.2 7.0 5.4 22.1 21.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 4.5 0.3 0.0 0.9 0.1 Delay 3.4 10.7 7.3 5.4 23.0 21.2 Level of Service A B A A C C Approach Delay 10.3 7.1 22.2 Approach LOS B A C Intersection Summary HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length 57.5 Sum of lost time 13.5 Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2030 Background Conditions Mitigations AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 52 940 393 43 85 70 Future Volume (veh/h) 52 940 393 43 85 70 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1393 1758 1744 1758 1800 1617 Adj Flow Rate, veh/h 55 1000 418 46 90 74 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 29 3 4 3 0 13 Cap, veh/h 506 1189 901 770 198 158 Arrive On Green 0.06 0.68 0.52 0.52 0.12 0.12 Sat Flow, veh/h 1327 1758 1744 1490 1714 1371 Grp Volume(v), veh/h 55 1000 418 46 90 74 Grp Sat Flow(s),veh/h/ln 1327 1758 1744 1490 1714 1371 Q Serve(g_s), s 0.7 18.5 6.6 0.7 2.1 2.2 Cycle Q Clear(g_c), s 0.7 18.5 6.6 0.7 2.1 2.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 506 1189 901 770 198 158 V/C Ratio(X) 0.11 0.84 0.46 0.06 0.45 0.47 Avail Cap(c_a), veh/h 589 1726 1325 1132 733 586 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 4.2 5.3 6.6 5.2 17.9 17.9 Incr Delay (d2), s/veh 0.1 2.6 0.4 0.0 1.6 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 3.2 1.7 0.1 0.8 1.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 4.3 7.9 7.0 5.2 19.5 20.0 LOS A A A A B C Approach Vol, veh/h 1055 464 164 Approach Delay, s/veh 7.7 6.8 19.7 Approach LOS A A B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 33.8 9.5 6.9 26.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 42.5 18.5 5.1 32.9 Max Q Clear Time (g_c+I1), s 20.5 4.2 2.7 8.6 Green Ext Time s 8.8 0.4 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 8.6 HCM 6th LOS A ---PAGE BREAK--- HCM 6th TWSC 2030 Background Mit RCUT AM 117: SH 44 & Can Ada Road 01/12/2023 2030 Background Mit RCUT AM 12:52 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 52 1025 393 43 0 155 Future Vol, veh/h 52 1025 393 43 0 155 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 55 1090 418 46 0 165 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 464 0 - 0 - 209 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 1094 - - - 0 797 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1094 - - - - 797 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.4 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1094 - - - 797 HCM Lane V/C Ratio 0.051 - - - 0.207 HCM Control Delay 8.5 - - - 10.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.2 - - - 0.8 ---PAGE BREAK--- HCM 6th TWSC 2030 Background Mit RCUT AM 119: SH 44 & Plummer Road 01/12/2023 2030 Background Mit RCUT AM 12:52 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 6.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 869 63 49 467 103 0 0 120 0 0 525 Future Vol, veh/h 25 869 63 49 467 103 0 0 120 0 0 525 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 26 915 66 52 492 108 0 0 126 0 0 553 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 600 0 0 981 0 0 - - 458 - - 246 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 973 - - 699 - - 0 0 550 0 0 754 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 973 - - 699 - - - - 550 - - 754 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.2 0.8 13.5 21.7 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 550 973 - - 699 - - 754 HCM Lane V/C Ratio 0.23 0.027 - - 0.074 - - 0.733 HCM Control Delay 13.5 8.8 - - 10.6 - - 21.7 HCM Lane LOS B A - - B - - C HCM 95th %tile Q(veh) 0.9 0.1 - - 0.2 - - 6.5 ---PAGE BREAK--- Queues 2030 Background Conditions Mitigations PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 52 793 1066 77 106 51 v/c Ratio 0.24 0.60 0.88 0.07 0.48 0.23 Control Delay 5.6 7.1 22.7 3.9 40.1 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.6 7.1 22.7 3.9 40.1 12.4 Queue Length 50th (ft) 5 135 424 7 52 0 Queue Length 95th (ft) 15 275 #832 24 101 30 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 214 1443 1237 1052 391 358 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.55 0.86 0.07 0.27 0.14 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2030 Background Conditions Mitigations PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 49 745 1002 72 100 48 Future Volume (vph) 49 745 1002 72 100 48 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1613 1765 1782 1500 1676 1366 Flt Permitted 0.09 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 159 1765 1782 1500 1676 1366 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 52 793 1066 77 106 51 RTOR Reduction (vph) 0 0 0 12 0 44 Lane Group Flow (vph) 52 793 1066 65 106 7 Heavy Vehicles 6% 2% 1% 2% 2% 12% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 60.6 60.6 53.3 53.3 10.3 10.3 Effective Green, g 60.6 60.6 53.3 53.3 10.3 10.3 Actuated g/C Ratio 0.76 0.76 0.67 0.67 0.13 0.13 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 171 1338 1188 1000 216 176 v/s Ratio Prot 0.01 c0.45 c0.60 c0.06 v/s Ratio Perm 0.22 0.04 0.00 v/c Ratio 0.30 0.59 0.90 0.07 0.49 0.04 Uniform Delay, d1 12.9 4.2 11.0 4.6 32.4 30.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.7 9.1 0.0 1.8 0.1 Delay 13.9 4.9 20.1 4.7 34.1 30.5 Level of Service B A C A C C Approach Delay 5.5 19.1 33.0 Approach LOS A B C Intersection Summary HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length 79.9 Sum of lost time 13.5 Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2030 Background Conditions Mitigations PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 49 745 1002 72 100 48 Future Volume (veh/h) 49 745 1002 72 100 48 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1716 1772 1786 1772 1772 1632 Adj Flow Rate, veh/h 52 793 1066 77 106 51 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 2 1 2 2 12 Cap, veh/h 257 1370 1180 992 160 131 Arrive On Green 0.05 0.77 0.66 0.66 0.09 0.09 Sat Flow, veh/h 1634 1772 1786 1502 1688 1383 Grp Volume(v), veh/h 52 793 1066 77 106 51 Grp Sat Flow(s),veh/h/ln 1634 1772 1786 1502 1688 1383 Q Serve(g_s), s 0.6 12.5 34.2 1.2 4.1 2.4 Cycle Q Clear(g_c), s 0.6 12.5 34.2 1.2 4.1 2.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 257 1370 1180 992 160 131 V/C Ratio(X) 0.20 0.58 0.90 0.08 0.66 0.39 Avail Cap(c_a), veh/h 302 1641 1405 1181 447 366 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 13.2 3.2 9.7 4.1 29.7 28.9 Incr Delay (d2), s/veh 0.4 0.4 7.5 0.0 4.6 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.2 11.8 0.3 1.8 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 13.6 3.6 17.3 4.2 34.4 30.8 LOS B A B A C C Approach Vol, veh/h 845 1143 157 Approach Delay, s/veh 4.2 16.4 33.2 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 57.1 10.9 7.6 49.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 63.0 18.0 5.0 53.5 Max Q Clear Time (g_c+I1), s 14.5 6.1 2.6 36.2 Green Ext Time s 7.3 0.3 0.0 8.8 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B ---PAGE BREAK--- HCM 6th TWSC 2030 Background Mit RCUT PM 117: SH 44 & Can Ada Road 01/12/2023 2030 Background Mit RCUT PM 1:30 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 49 845 1002 29 0 148 Future Vol, veh/h 49 845 1002 29 0 148 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 52 899 1066 31 0 157 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1097 0 - 0 - 533 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 632 - - - 0 491 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 632 - - - - 491 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.6 0 15.8 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 632 - - - 491 HCM Lane V/C Ratio 0.082 - - - 0.321 HCM Control Delay 11.2 - - - 15.8 HCM Lane LOS B - - - C HCM 95th %tile Q(veh) 0.3 - - - 1.4 ---PAGE BREAK--- HCM 6th TWSC 2030 Background Mit RCUT PM 119: SH 44 & Plummer Road 01/12/2023 2030 Background Mit RCUT PM 1:30 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 433 61 60 710 203 0 0 137 0 0 182 Future Vol, veh/h 39 433 61 60 710 203 0 0 137 0 0 182 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 98 98 98 80 80 80 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 45 498 70 61 724 207 0 0 171 0 0 217 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 931 0 0 568 0 0 - - 249 - - 362 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 731 - - 1000 - - 0 0 751 0 0 635 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 731 - - 1000 - - - - 751 - - 635 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.7 0.5 11.2 13.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 751 731 - - 1000 - - 635 HCM Lane V/C Ratio 0.228 0.061 - - 0.061 - - 0.341 HCM Control Delay 11.2 10.2 - - 8.8 - - 13.6 HCM Lane LOS B B - - A - - B HCM 95th %tile Q(veh) 0.9 0.2 - - 0.2 - - 1.5 ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 793 1074 0 148 2nd Highest Hour 793 1074 0 146 3rd Highest Hour 717 970 0 133 Project 4th Highest Hour 688 932 0 120 Project Name: 5th Highest Hour 611 828 0 100 Analyst: 6th Highest Hour 592 802 0 98 Date: 7th Highest Hour 564 763 0 93 File: 8th Highest Hour 545 738 0 83 9th Highest Hour 516 699 0 81 Intersection: 10th Highest Hour 506 686 0 80 Scenario: 11th Highest Hour 487 660 0 76 12th Highest Hour 478 647 0 75 13th Highest Hour 459 621 0 73 14th Highest Hour 411 556 0 73 15th Highest Hour 325 440 0 60 Warrant Name Analyzed? Met? 16th Highest Hour 287 388 0 52 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 220 298 0 43 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 182 246 0 33 #3 Peak Hour Yes Yes 19th Highest Hour 153 207 0 30 #4 Pedestrian Volume No - 20th Highest Hour 86 116 0 20 #5 School Crossing No - 21st Highest Hour 57 78 0 10 #6 Coordinated Signal System No - 22nd Highest Hour 48 65 0 8 #7 Crash Experience No - 23rd Highest Hour 29 39 0 5 #8 Roadway Network No - 24th Highest Hour 29 39 0 5 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 0 No Speed > 40 mph? Yes B 750 75 12 Yes Population < 10,000? No A 400 120 4 No Warrant Factor 70% B 600 60 15 Yes Peak Hour or Daily Count? Peak Hour A 350 105 4 No B 525 53 15 Yes Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 8 Yes Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 17 Yes Minor Street: 4th-Highest Hour / Peak Hour 81% Minor Street: 8th-Highest Hour / Peak Hour 56% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2030 Background Conditions Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 117 - 2030 Background.xls]Warrant Summary(70%) 17 - SH 44 / Can Ada Road 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- Appendix L Year 2045 Background Traffic Operation Worksheets ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 7.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 150 263 33 3 7 Future Vol, veh/h 10 150 263 33 3 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 11 167 292 37 3 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 628 7 11 0 - 0 Stage 1 7 - - - - - Stage 2 621 - - - - - Critical Hdwy 6.4 6.22 4.11 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.318 2.209 - - - Pot Cap-1 Maneuver 450 1075 1615 - - - Stage 1 1021 - - - - - Stage 2 540 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 367 1075 1615 - - - Mov Cap-2 Maneuver 367 - - - - - Stage 1 832 - - - - - Stage 2 540 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 6.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1615 - 959 - - HCM Lane V/C Ratio 0.181 - 0.185 - - HCM Control Delay 7.7 0 9.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.7 - 0.7 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 54 94 1312 601 2 Future Vol, veh/h 2 54 94 1312 601 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 0 2 2 2 0 Mvmt Flow 2 59 103 1442 660 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2309 661 662 0 - 0 Stage 1 661 - - - - - Stage 2 1648 - - - - - Critical Hdwy 6.4 6.2 4.12 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.218 - - - Pot Cap-1 Maneuver 43 466 927 - - - Stage 1 517 - - - - - Stage 2 174 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 19 466 927 - - - Mov Cap-2 Maneuver 19 - - - - - Stage 1 229 - - - - - Stage 2 174 - - - - - Approach EB NB SB HCM Control Delay, s 23.7 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 927 - 253 - - HCM Lane V/C Ratio 0.111 - 0.243 - - HCM Control Delay 9.4 0 23.7 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.4 - 0.9 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 24 14 307 42 2 140 Future Vol, veh/h 24 14 307 42 2 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 27 16 341 47 2 156 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 525 365 0 0 388 0 Stage 1 365 - - - - - Stage 2 160 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 516 685 - - 1182 - Stage 1 707 - - - - - Stage 2 874 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 515 685 - - 1182 - Mov Cap-2 Maneuver 515 - - - - - Stage 1 707 - - - - - Stage 2 872 - - - - - Approach WB NB SB HCM Control Delay, s 11.9 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 567 1182 - HCM Lane V/C Ratio - - 0.074 0.002 - HCM Control Delay - - 11.9 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0 - ---PAGE BREAK--- HCM 6th AWSC 2045 Background Conditions PM Peak Hour 107: Can Ada Road & New Hope Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 4 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 24 4 62 84 94 33 113 57 100 117 20 Future Vol, veh/h 6 24 4 62 84 94 33 113 57 100 117 20 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 7 3 0 0 0 0 3 0 0 Mvmt Flow 7 27 4 69 93 104 37 126 63 111 130 22 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.9 11.2 10.2 11.1 HCM LOS A B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 16% 18% 26% 42% Vol Thru, % 56% 71% 35% 49% Vol Right, % 28% 12% 39% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 203 34 240 237 LT Vol 33 6 62 100 Through Vol 113 24 84 117 RT Vol 57 4 94 20 Lane Flow Rate 226 38 267 263 Geometry Grp 1 1 1 1 Degree of Util 0.306 0.058 0.375 0.369 Departure Headway (Hd) 4.884 5.573 5.059 5.045 Convergence, Y/N Yes Yes Yes Yes Cap 726 646 704 706 Service Time 2.981 3.573 3.152 3.138 HCM Lane V/C Ratio 0.311 0.059 0.379 0.373 HCM Control Delay 10.2 8.9 11.2 11.1 HCM Lane LOS B A B B HCM 95th-tile Q 1.3 0.2 1.7 1.7 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 108: Wing Road & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 56 139 485 110 62 27 Future Vol, veh/h 56 139 485 110 62 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 62 154 539 122 69 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 661 0 - 0 878 600 Stage 1 - - - - 600 - Stage 2 - - - - 278 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 937 - - - 321 505 Stage 1 - - - - 552 - Stage 2 - - - - 774 - Platoon blocked, % - - - Mov Cap-1 Maneuver 937 - - - 300 505 Mov Cap-2 Maneuver - - - - 300 - Stage 1 - - - - 516 - Stage 2 - - - - 774 - Approach EB WB SB HCM Control Delay, s 2.6 0 12.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 937 - - - 505 HCM Lane V/C Ratio 0.066 - - - 0.059 HCM Control Delay 9.1 - - - 12.6 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.2 - - - 0.2 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 6 Intersection Int Delay, s/veh 921.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 190 8 164 579 126 310 218 157 61 31 9 Future Vol, veh/h 5 190 8 164 579 126 310 218 157 61 31 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 100 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 6 211 9 182 643 140 344 242 174 68 34 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 783 0 0 220 0 0 1327 1375 216 1443 1239 643 Stage 1 - - - - - - 228 228 - 1007 1007 - Stage 2 - - - - - - 1099 1147 - 436 232 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 844 - - 1361 - - ~ 134 ~ 147 829 111 177 477 Stage 1 - - - - - - 779 719 - 293 321 - Stage 2 - - - - - - ~ 260 276 - 603 716 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 844 - - 1361 - - ~ 86 ~ 110 829 - 133 477 Mov Cap-2 Maneuver - - - - - - ~ 86 ~ 110 - - 133 - Stage 1 - - - - - - 773 713 - 291 243 - Stage 2 - - - - - - ~ 165 ~ 209 - 312 710 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.5 $ 2498.7 HCM LOS F - Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 119 844 - - 1361 - - - HCM Lane V/C Ratio 6.396 0.007 - - 0.134 - - - HCM Control Delay $ 2498.7 9.3 0 - 8.1 0 - - HCM Lane LOS F A A - A A - - HCM 95th %tile Q(veh) 83.7 0 - - 0.5 - - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Background Conditions PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 132 126 176 503 615 149 996 96 101 517 44 v/c Ratio 0.68 0.36 0.26 0.48 1.09 1.19 0.46 1.23 0.12 0.96 0.68 0.06 Control Delay 68.9 54.1 1.3 41.8 118.1 139.1 21.3 149.3 0.3 108.2 40.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.9 54.1 1.3 41.8 118.1 139.1 21.3 149.3 0.3 108.2 40.1 0.1 Queue Length 50th (ft) 48 112 0 127 ~550 ~603 69 ~1197 0 50 406 0 Queue Length 95th (ft) #99 180 0 195 #780 #848 108 #1459 0 #178 545 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 105 370 488 369 463 516 332 811 788 105 760 770 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.36 0.26 0.48 1.09 1.19 0.45 1.23 0.12 0.96 0.68 0.06 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 129 123 172 493 603 146 976 94 99 507 43 Future Volume (vph) 70 129 123 172 493 603 146 976 94 99 507 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 1530 1693 1765 1485 1710 1765 1530 Flt Permitted 0.13 1.00 1.00 0.51 1.00 1.00 0.27 1.00 1.00 0.06 1.00 1.00 Satd. Flow (perm) 229 1765 1530 889 1782 1530 478 1765 1485 111 1765 1530 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 132 126 176 503 615 149 996 96 101 517 44 RTOR Reduction (vph) 0 0 100 0 0 118 0 0 52 0 0 25 Lane Group Flow (vph) 71 132 26 176 503 497 149 996 44 101 517 19 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 36.5 31.5 31.5 51.0 39.0 39.0 78.4 69.0 69.0 69.6 64.6 64.6 Effective Green, g 36.5 31.5 31.5 51.0 39.0 39.0 78.4 69.0 69.0 69.6 64.6 64.6 Actuated g/C Ratio 0.24 0.21 0.21 0.34 0.26 0.26 0.52 0.46 0.46 0.46 0.43 0.43 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 105 370 321 366 463 397 325 811 683 104 760 658 v/s Ratio Prot 0.02 0.07 0.02 c0.04 0.28 c0.32 0.03 c0.56 0.03 c0.03 0.29 0.01 v/s Ratio Perm 0.14 0.12 0.21 0.41 v/c Ratio 0.68 0.36 0.08 0.48 1.09 1.25 0.46 1.23 0.06 0.97 0.68 0.03 Uniform Delay, d1 47.4 50.6 47.6 36.9 55.5 55.5 22.3 40.5 22.5 36.2 34.4 24.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.7 0.6 0.1 0.4 67.2 132.2 0.4 113.5 0.1 78.3 3.2 0.0 Delay 60.1 51.2 47.7 37.3 122.7 187.7 22.7 154.0 22.6 114.5 37.6 24.7 Level of Service E D D D F F C F C F D C Approach Delay 51.8 142.0 128.0 48.5 Approach LOS D F F D Intersection Summary HCM 2000 Control Delay 111.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.21 Actuated Cycle Length 150.0 Sum of lost time 32.0 Intersection Capacity Utilization 118.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 129 123 172 493 603 146 976 94 99 507 43 Future Volume (veh/h) 70 129 123 172 493 603 146 976 94 99 507 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 71 132 126 176 503 615 149 996 96 101 517 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 105 366 315 352 464 397 322 815 685 105 764 658 Arrive On Green 0.03 0.21 0.21 0.09 0.26 0.26 0.06 0.46 0.46 0.03 0.43 0.43 Sat Flow, veh/h 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Grp Volume(v), veh/h 71 132 126 176 503 615 149 996 96 101 517 44 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Q Serve(g_s), s 4.9 9.6 10.7 12.2 39.0 39.0 7.3 69.0 5.6 5.0 35.1 2.5 Cycle Q Clear(g_c), s 4.9 9.6 10.7 12.2 39.0 39.0 7.3 69.0 5.6 5.0 35.1 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 105 366 315 352 464 397 322 815 685 105 764 658 V/C Ratio(X) 0.68 0.36 0.40 0.50 1.08 1.55 0.46 1.22 0.14 0.96 0.68 0.07 Avail Cap(c_a), veh/h 105 366 315 352 464 397 330 815 685 105 764 658 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 48.4 51.0 51.5 40.8 55.5 55.5 26.1 40.5 23.4 37.0 34.2 25.0 Incr Delay (d2), s/veh 13.2 0.6 0.8 0.4 66.1 260.0 0.4 110.8 0.2 74.5 3.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 4.4 4.2 5.1 26.0 43.6 3.0 54.7 2.0 4.3 15.8 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 61.5 51.6 52.3 41.2 121.6 315.5 26.5 151.3 23.6 111.4 37.4 25.1 LOS E D D D F F C F C F D C Approach Vol, veh/h 329 1294 1241 662 Approach Delay, s/veh 54.0 202.8 126.5 47.9 Approach LOS D F F D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 46.0 18.3 73.7 20.0 38.0 14.0 78.0 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 39.0 10.0 64.0 13.0 31.0 5.0 69.0 Max Q Clear Time (g_c+I1), s 6.9 41.0 9.3 37.1 14.2 12.7 7.0 71.0 Green Ext Time s 0.0 0.0 0.0 7.2 0.0 1.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 133.0 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 10 Intersection Int Delay, s/veh 23.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 416 19 5 1263 115 22 Future Vol, veh/h 416 19 5 1263 115 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 1 0 0 1 5 0 Mvmt Flow 438 20 5 1329 121 23 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 458 0 1787 448 Stage 1 - - - - 448 - Stage 2 - - - - 1339 - Critical Hdwy - - 4.1 - 6.45 6.2 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 - Follow-up Hdwy - - 2.2 - 3.545 3.3 Pot Cap-1 Maneuver - - 1114 - ~ 88 615 Stage 1 - - - - 637 - Stage 2 - - - - 241 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1114 - ~ 87 615 Mov Cap-2 Maneuver - - - - ~ 87 - Stage 1 - - - - 637 - Stage 2 - - - - 237 - Approach EB WB NB HCM Control Delay, s 0 0 $ 316.3 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 101 - - 1114 - HCM Lane V/C Ratio 1.428 - - 0.005 - HCM Control Delay $ 316.3 - - 8.2 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 10.5 - - 0 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 11 Intersection Int Delay, s/veh 129.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 120 182 584 222 139 172 Future Vol, veh/h 120 182 584 222 139 172 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 2 2 0 0 0 Mvmt Flow 132 200 642 244 153 189 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 332 0 1760 232 Stage 1 - - - - 232 - Stage 2 - - - - 1528 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap-1 Maneuver - - 1227 - ~ 94 812 Stage 1 - - - - 811 - Stage 2 - - - - 200 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1227 - ~ 45 812 Mov Cap-2 Maneuver - - - - ~ 45 - Stage 1 - - - - 811 - Stage 2 - - - - ~ 95 - Approach EB WB NB HCM Control Delay, s 0 8 $ 571.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 45 812 - - 1227 - HCM Lane V/C Ratio 3.394 0.233 - - 0.523 - HCM Control Delay $ 1265.9 10.8 - - 11.1 - HCM Lane LOS F B - - B - HCM 95th %tile Q(veh) 16.9 0.9 - - 3.2 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 12 Intersection Int Delay, s/veh 114.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 166 246 91 388 361 67 Future Vol, veh/h 166 246 91 388 361 67 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 184 273 101 431 401 74 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 457 0 954 321 Stage 1 - - - - 321 - Stage 2 - - - - 633 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1114 - ~ 289 724 Stage 1 - - - - 740 - Stage 2 - - - - 533 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1114 - ~ 255 724 Mov Cap-2 Maneuver - - - - ~ 255 - Stage 1 - - - - 740 - Stage 2 - - - - 470 - Approach EB WB NB HCM Control Delay, s 0 1.6 $ 349.9 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 284 - - 1114 - HCM Lane V/C Ratio 1.674 - - 0.091 - HCM Control Delay $ 349.9 - - 8.6 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 29.9 - - 0.3 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 115: Pollard Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 13 Intersection Int Delay, s/veh 13.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 265 24 218 109 35 319 Future Vol, veh/h 265 24 218 109 35 319 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 4 0 0 Mvmt Flow 294 27 242 121 39 354 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 735 303 0 0 363 0 Stage 1 303 - - - - - Stage 2 432 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 390 741 - - 1207 - Stage 1 754 - - - - - Stage 2 659 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 374 741 - - 1207 - Mov Cap-2 Maneuver 374 - - - - - Stage 1 754 - - - - - Stage 2 633 - - - - - Approach WB NB SB HCM Control Delay, s 45.2 0 0.8 HCM LOS E Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 390 1207 - HCM Lane V/C Ratio - - 0.823 0.032 - HCM Control Delay - - 45.2 8.1 0 HCM Lane LOS - - E A A HCM 95th %tile Q(veh) - - 7.5 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 116: Palmer Lane & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 14 Intersection Int Delay, s/veh 6.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 72 470 131 16 5 Future Vol, veh/h 3 72 470 131 16 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 4 0 0 Mvmt Flow 3 78 511 142 17 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1184 20 22 0 - 0 Stage 1 20 - - - - - Stage 2 1164 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 211 1064 1607 - - - Stage 1 1008 - - - - - Stage 2 300 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 138 1064 1607 - - - Mov Cap-2 Maneuver 138 - - - - - Stage 1 660 - - - - - Stage 2 300 - - - - - Approach EB NB SB HCM Control Delay, s 9.8 6.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1607 - 839 - - HCM Lane V/C Ratio 0.318 - 0.097 - - HCM Control Delay 8.3 0 9.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 1.4 - 0.3 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 15 Intersection Int Delay, s/veh 417 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 88 865 1163 130 180 87 Future Vol, veh/h 88 865 1163 130 180 87 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 6 2 1 2 2 12 Mvmt Flow 94 920 1237 138 191 93 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1375 0 - 0 2414 1306 Stage 1 - - - - 1306 - Stage 2 - - - - 1108 - Critical Hdwy 4.16 - - - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.254 - - - 3.518 3.408 Pot Cap-1 Maneuver 486 - - - ~ 36 186 Stage 1 - - - - 254 - Stage 2 - - - - 316 - Platoon blocked, % - - - Mov Cap-1 Maneuver 486 - - - ~ 22 186 Mov Cap-2 Maneuver - - - - ~ 22 - Stage 1 - - - - ~ 153 - Stage 2 - - - - 316 - Approach EB WB SB HCM Control Delay, s 1.3 0 $ 3920.4 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 486 - - - 31 HCM Lane V/C Ratio 0.193 - - - 9.163 HCM Control Delay 14.2 0 - 3920.4 HCM Lane LOS B A - - F HCM 95th %tile Q(veh) 0.7 - - - 34.7 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Background Conditions PM Peak Hour 118: Star Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 162 641 368 189 923 114 395 307 124 111 352 v/c Ratio 1.36 0.80 0.48 0.78 1.11 0.14 1.28 0.63 0.25 0.44 1.17 Control Delay 234.3 43.8 17.6 41.5 100.7 1.2 183.9 53.4 9.9 40.5 156.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 234.3 43.8 17.6 41.5 100.7 1.2 183.9 53.4 9.9 40.5 156.3 Queue Length 50th (ft) ~152 515 134 87 ~990 0 ~424 257 8 71 ~385 Queue Length 95th (ft) #305 687 226 #167 #1248 12 #636 364 59 118 #590 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 119 798 766 241 835 801 309 486 496 253 300 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.36 0.80 0.48 0.78 1.11 0.14 1.28 0.63 0.25 0.44 1.17 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions PM Peak Hour 118: Star Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 635 364 187 914 113 391 304 123 110 237 112 Future Volume (vph) 160 635 364 187 914 113 391 304 123 110 237 112 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1693 1782 1515 1676 1782 1530 1710 1800 1530 1660 1674 Flt Permitted 0.06 1.00 1.00 0.17 1.00 1.00 0.13 1.00 1.00 0.54 1.00 Satd. Flow (perm) 110 1782 1515 293 1782 1530 232 1800 1530 940 1674 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 641 368 189 923 114 395 307 124 111 239 113 RTOR Reduction (vph) 0 0 87 0 0 61 0 0 82 0 12 0 Lane Group Flow (vph) 162 641 281 189 923 53 395 307 42 111 340 0 Heavy Vehicles 1% 1% 1% 2% 1% 0% 0% 0% 0% 3% 3% 1% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G 71.0 65.0 65.0 77.0 68.0 68.0 53.0 39.2 39.2 32.8 25.0 Effective Green, g 71.0 65.0 65.0 77.0 68.0 68.0 53.0 39.2 39.2 32.8 25.0 Actuated g/C Ratio 0.49 0.45 0.45 0.53 0.47 0.47 0.37 0.27 0.27 0.23 0.17 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 119 798 679 241 835 717 309 486 413 251 288 v/s Ratio Prot c0.06 0.36 0.19 0.05 c0.52 0.03 c0.19 0.17 0.03 0.02 0.20 v/s Ratio Perm c0.61 0.37 c0.27 0.08 v/c Ratio 1.36 0.80 0.41 0.78 1.11 0.07 1.28 0.63 0.10 0.44 1.18 Uniform Delay, d1 36.9 34.5 27.1 25.8 38.5 21.2 44.6 46.5 39.7 46.6 60.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 207.3 8.4 1.9 14.2 64.1 0.0 147.9 2.0 0.0 0.5 111.7 Delay 244.2 42.9 28.9 40.0 102.6 21.2 192.5 48.5 39.7 47.0 171.7 Level of Service F D C D F C F D D D F Approach Delay 66.4 85.4 116.1 141.8 Approach LOS E F F F Intersection Summary HCM 2000 Control Delay 93.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.33 Actuated Cycle Length 145.0 Sum of lost time 24.0 Intersection Capacity Utilization 123.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions PM Peak Hour 118: Star Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 635 364 187 914 113 391 304 123 110 237 112 Future Volume (veh/h) 160 635 364 187 914 113 391 304 123 110 237 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1772 1786 1800 1800 1800 1800 1758 1758 1786 Adj Flow Rate, veh/h 162 641 368 189 923 114 395 307 124 111 239 113 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 2 1 0 0 0 0 3 3 1 Cap, veh/h 120 801 678 232 838 715 310 484 410 255 195 92 Arrive On Green 0.04 0.45 0.45 0.06 0.47 0.47 0.15 0.27 0.27 0.06 0.17 0.17 Sat Flow, veh/h 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 1128 533 Grp Volume(v), veh/h 162 641 368 189 923 114 395 307 124 111 0 352 Grp Sat Flow(s),veh/h/ln 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 0 1662 Q Serve(g_s), s 6.0 44.8 25.7 9.0 68.0 6.2 22.0 21.8 9.4 8.0 0.0 25.0 Cycle Q Clear(g_c), s 6.0 44.8 25.7 9.0 68.0 6.2 22.0 21.8 9.4 8.0 0.0 25.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.32 Lane Grp Cap(c), veh/h 120 801 678 232 838 715 310 484 410 255 0 287 V/C Ratio(X) 1.35 0.80 0.54 0.81 1.10 0.16 1.28 0.63 0.30 0.44 0.00 1.23 Avail Cap(c_a), veh/h 120 801 678 232 838 715 310 484 410 255 0 287 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 37.6 34.4 29.2 30.0 38.5 22.1 44.3 46.7 42.2 46.6 0.0 60.0 Incr Delay (d2), s/veh 202.3 8.3 3.1 18.3 62.9 0.1 146.6 2.1 0.2 0.4 0.0 129.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 21.2 10.0 4.7 43.8 2.3 22.0 10.1 3.6 3.4 0.0 20.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 240.0 42.7 32.3 48.3 101.4 22.2 190.9 48.8 42.3 47.0 0.0 189.6 LOS F D C D F C F D D D A F Approach Vol, veh/h 1171 1226 826 463 Approach Delay, s/veh 66.7 85.8 115.8 155.4 Approach LOS E F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 74.0 28.0 31.0 15.0 71.0 14.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 68.0 22.0 25.0 9.0 65.0 8.0 39.0 Max Q Clear Time (g_c+I1), s 8.0 70.0 24.0 27.0 11.0 46.8 10.0 23.8 Green Ext Time s 0.0 0.0 0.0 0.0 0.0 4.5 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 95.2 HCM 6th LOS F ---PAGE BREAK--- Queues 2045 Background Conditions PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 71 782 58 108 1282 293 113 116 158 514 v/c Ratio 0.68 0.80 0.07 0.50 1.32 0.34 0.35 0.21 0.28 1.36 Control Delay 50.6 35.4 3.9 20.7 180.2 16.0 44.2 40.0 6.6 218.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 35.4 3.9 20.7 180.2 16.0 44.2 40.0 6.6 218.9 Queue Length 50th (ft) 26 600 0 41 ~1613 121 86 85 0 ~657 Queue Length 95th (ft) #97 794 22 68 #1880 186 147 139 54 #890 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 105 974 862 215 974 863 323 541 560 377 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.80 0.07 0.50 1.32 0.34 0.35 0.21 0.28 1.36 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 743 55 103 1218 278 107 110 150 316 78 94 Future Volume (vph) 67 743 55 103 1218 278 107 110 150 316 78 94 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1710 1782 1530 1710 1782 1530 1710 1765 1471 1678 Flt Permitted 0.05 1.00 1.00 0.16 1.00 1.00 0.59 1.00 1.00 0.70 Satd. Flow (perm) 88 1782 1530 290 1782 1530 1055 1765 1471 1214 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 71 782 58 108 1282 293 113 116 158 333 82 99 RTOR Reduction (vph) 0 0 26 0 0 27 0 0 110 0 6 0 Lane Group Flow (vph) 71 782 32 108 1282 266 113 116 48 0 508 0 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 2% 4% 1% 0% 3% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 87.0 82.0 82.0 87.0 82.0 82.0 46.0 46.0 46.0 46.0 Effective Green, g 87.0 82.0 82.0 87.0 82.0 82.0 46.0 46.0 46.0 46.0 Actuated g/C Ratio 0.58 0.55 0.55 0.58 0.55 0.55 0.31 0.31 0.31 0.31 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 105 974 836 215 974 836 323 541 451 372 v/s Ratio Prot c0.02 0.44 0.02 c0.72 0.07 v/s Ratio Perm 0.37 0.02 0.27 0.17 0.11 0.03 c0.42 v/c Ratio 0.68 0.80 0.04 0.50 1.32 0.32 0.35 0.21 0.11 1.37 Uniform Delay, d1 34.9 27.5 15.7 22.6 34.0 18.7 40.4 38.6 37.3 52.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.5 5.1 0.0 1.3 149.6 0.3 0.5 0.1 0.1 181.5 Delay 49.4 32.6 15.8 24.0 183.6 19.0 40.9 38.7 37.4 233.5 Level of Service D C B C F B D D D F Approach Delay 32.8 144.7 38.8 233.5 Approach LOS C F D F Intersection Summary HCM 2000 Control Delay 116.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.31 Actuated Cycle Length 150.0 Sum of lost time 17.0 Intersection Capacity Utilization 121.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 743 55 103 1218 278 107 110 150 316 78 94 Future Volume (veh/h) 67 743 55 103 1218 278 107 110 150 316 78 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1772 1744 1786 1800 1758 Adj Flow Rate, veh/h 71 782 58 108 1282 293 113 116 158 333 82 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 0 0 1 0 0 2 4 1 0 3 Cap, veh/h 102 975 833 233 978 835 406 544 454 251 52 63 Arrive On Green 0.03 0.55 0.55 0.03 0.55 0.55 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1714 1786 1525 1714 1786 1525 1222 1772 1478 689 170 205 Grp Volume(v), veh/h 71 782 58 108 1282 293 113 116 158 514 0 0 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1714 1786 1525 1222 1772 1478 1063 0 0 Q Serve(g_s), s 2.7 53.0 2.7 4.2 82.0 16.1 0.0 7.3 12.4 38.7 0.0 0.0 Cycle Q Clear(g_c), s 2.7 53.0 2.7 4.2 82.0 16.1 11.1 7.3 12.4 46.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.19 Lane Grp Cap(c), veh/h 102 975 833 233 978 835 406 544 454 366 0 0 V/C Ratio(X) 0.69 0.80 0.07 0.46 1.31 0.35 0.28 0.21 0.35 1.40 0.00 0.00 Avail Cap(c_a), veh/h 105 978 835 233 978 835 406 544 454 366 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 36.3 27.5 16.1 25.3 33.9 19.0 39.8 38.5 40.2 57.6 0.0 0.0 Incr Delay (d2), s/veh 16.1 5.1 0.0 1.1 147.2 0.4 0.3 0.1 0.3 197.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 23.6 1.0 1.7 74.4 5.9 3.3 3.2 4.6 34.2 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 52.4 32.6 16.1 26.4 181.1 19.3 40.1 38.6 40.6 254.9 0.0 0.0 LOS D C B C F B D D D F A A Approach Vol, veh/h 911 1683 387 514 Approach Delay, s/veh 33.1 143.0 39.8 254.9 Approach LOS C F D F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.7 88.0 51.0 11.0 87.7 51.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 5.0 82.0 46.0 5.0 82.0 46.0 Max Q Clear Time (g_c+I1), s 4.7 84.0 14.4 6.2 55.0 48.0 Green Ext Time s 0.0 0.0 1.2 0.0 9.5 0.0 Intersection Summary HCM 6th Ctrl Delay 119.4 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 8.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 203 80 10 7 1 Future Vol, veh/h 7 203 80 10 7 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 4 0 89 0 Mvmt Flow 8 226 89 11 8 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 198 9 9 0 - 0 Stage 1 9 - - - - - Stage 2 189 - - - - - Critical Hdwy 6.4 6.2 4.14 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.236 - - - Pot Cap-1 Maneuver 795 1079 1598 - - - Stage 1 1019 - - - - - Stage 2 848 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 750 1079 1598 - - - Mov Cap-2 Maneuver 750 - - - - - Stage 1 962 - - - - - Stage 2 848 - - - - - Approach EB NB SB HCM Control Delay, s 9.3 6.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1598 - 1063 - - HCM Lane V/C Ratio 0.056 - 0.22 - - HCM Control Delay 7.4 0 9.3 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.2 - 0.8 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 73 31 392 1055 2 Future Vol, veh/h 3 73 31 392 1055 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 3 3 100 Mvmt Flow 3 81 34 436 1172 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1677 1173 1174 0 - 0 Stage 1 1173 - - - - - Stage 2 504 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 106 236 602 - - - Stage 1 297 - - - - - Stage 2 611 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 98 236 602 - - - Mov Cap-2 Maneuver 98 - - - - - Stage 1 275 - - - - - Stage 2 611 - - - - - Approach EB NB SB HCM Control Delay, s 30.5 0.8 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 602 - 224 - - HCM Lane V/C Ratio 0.057 - 0.377 - - HCM Control Delay 11.3 0 30.5 - - HCM Lane LOS B A D - - HCM 95th %tile Q(veh) 0.2 - 1.7 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 16 2 97 15 2 207 Future Vol, veh/h 16 2 97 15 2 207 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 18 2 108 17 2 230 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 351 117 0 0 125 0 Stage 1 117 - - - - - Stage 2 234 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 650 941 - - 1474 - Stage 1 913 - - - - - Stage 2 810 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 649 941 - - 1474 - Mov Cap-2 Maneuver 649 - - - - - Stage 1 913 - - - - - Stage 2 808 - - - - - Approach WB NB SB HCM Control Delay, s 10.5 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 672 1474 - HCM Lane V/C Ratio - - 0.03 0.002 - HCM Control Delay - - 10.5 7.4 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 6th AWSC 2045 Background Conditions AM Peak Hour 107: Can Ada Road & New Hope Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 4 Intersection Intersection Delay, s/veh 9.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 56 13 56 11 9 7 73 87 140 127 13 Future Vol, veh/h 9 56 13 56 11 9 7 73 87 140 127 13 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 4 0 46 20 0 23 0 0 0 0 0 Mvmt Flow 9 59 14 59 12 9 7 77 92 147 134 14 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.8 10 9.3 10.5 HCM LOS A A A B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 12% 74% 50% Vol Thru, % 44% 72% 14% 45% Vol Right, % 52% 17% 12% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 167 78 76 280 LT Vol 7 9 56 140 Through Vol 73 56 11 127 RT Vol 87 13 9 13 Lane Flow Rate 176 82 80 295 Geometry Grp 1 1 1 1 Degree of Util 0.233 0.115 0.133 0.379 Departure Headway (Hd) 4.774 5.05 5.974 4.626 Convergence, Y/N Yes Yes Yes Yes Cap 749 704 597 775 Service Time 2.825 3.118 4.043 2.671 HCM Lane V/C Ratio 0.235 0.116 0.134 0.381 HCM Control Delay 9.3 8.8 10 10.5 HCM Lane LOS A A A B HCM 95th-tile Q 0.9 0.4 0.5 1.8 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 108: Wing Road & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 268 107 40 83 13 Future Vol, veh/h 6 268 107 40 83 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 3 8 0 3 0 Mvmt Flow 7 298 119 44 92 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 163 0 - 0 453 141 Stage 1 - - - - 141 - Stage 2 - - - - 312 - Critical Hdwy 4.1 - - - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.3 Pot Cap-1 Maneuver 1428 - - - 563 912 Stage 1 - - - - 883 - Stage 2 - - - - 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1428 - - - 560 912 Mov Cap-2 Maneuver - - - - 560 - Stage 1 - - - - 879 - Stage 2 - - - - 740 - Approach EB WB SB HCM Control Delay, s 0.2 0 9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1428 - - - 912 HCM Lane V/C Ratio 0.005 - - - 0.016 HCM Control Delay 7.5 - - - 9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 6 Intersection Int Delay, s/veh 14.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 402 5 40 134 78 9 48 140 113 39 26 Future Vol, veh/h 3 402 5 40 134 78 9 48 140 113 39 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 100 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 3 0 7 8 0 0 0 3 0 0 0 Mvmt Flow 3 447 6 44 149 87 10 53 156 126 43 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 236 0 0 453 0 0 773 780 450 798 696 149 Stage 1 - - - - - - 456 456 - 237 237 - Stage 2 - - - - - - 317 324 - 561 459 - Critical Hdwy 4.1 - - 4.17 - - 7.1 6.5 6.23 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.263 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 1343 - - 1082 - - 319 329 607 306 368 903 Stage 1 - - - - - - 588 572 - 771 713 - Stage 2 - - - - - - 698 653 - 516 570 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1343 - - 1082 - - 269 313 607 190 350 903 Mov Cap-2 Maneuver - - - - - - 269 313 - 190 350 - Stage 1 - - - - - - 586 570 - 769 679 - Stage 2 - - - - - - 603 622 - 347 568 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.3 19.1 63.4 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 472 1343 - - 1082 - - 242 HCM Lane V/C Ratio 0.464 0.002 - - 0.041 - - 0.817 HCM Control Delay 19.1 7.7 0 - 8.5 0 - 63.4 HCM Lane LOS C A A - A A - F HCM 95th %tile Q(veh) 2.4 0 - - 0.1 - - 6.3 ---PAGE BREAK--- Queues 2045 Background Conditions AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 277 257 149 96 108 88 384 200 270 974 7 v/c Ratio 0.09 0.95 0.57 1.02 0.34 0.22 0.79 0.45 0.24 0.51 1.06 0.01 Control Delay 40.4 99.2 13.0 127.3 53.7 1.0 66.5 27.6 2.4 15.2 81.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.4 99.2 13.0 127.3 53.7 1.0 66.5 27.6 2.4 15.2 81.1 0.0 Queue Length 50th (ft) 16 253 12 ~121 79 0 31 235 0 103 ~976 0 Queue Length 95th (ft) 40 #430 97 #227 138 0 #129 329 30 149 #1235 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 265 292 453 146 282 497 112 844 838 542 915 882 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.95 0.57 1.02 0.34 0.22 0.79 0.45 0.24 0.50 1.06 0.01 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 249 231 134 86 97 79 346 180 243 877 6 Future Volume (vph) 21 249 231 134 86 97 79 346 180 243 877 6 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 1485 1710 1800 1530 1693 1731 1530 Flt Permitted 0.69 1.00 1.00 0.23 1.00 1.00 0.06 1.00 1.00 0.39 1.00 1.00 Satd. Flow (perm) 1251 1782 1530 406 1374 1485 110 1800 1530 692 1731 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.86 Adj. Flow (vph) 23 277 257 149 96 108 88 384 200 270 974 7 RTOR Reduction (vph) 0 0 198 0 0 86 0 0 108 0 0 3 Lane Group Flow (vph) 23 277 59 149 96 22 88 384 92 270 974 4 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 28.7 25.7 25.7 34.7 28.7 28.7 70.7 65.7 65.7 87.3 74.0 74.0 Effective Green, g 28.7 25.7 25.7 34.7 28.7 28.7 70.7 65.7 65.7 87.3 74.0 74.0 Actuated g/C Ratio 0.20 0.18 0.18 0.24 0.20 0.20 0.50 0.46 0.46 0.61 0.52 0.52 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 261 320 275 150 276 298 110 828 704 516 897 793 v/s Ratio Prot 0.00 0.16 0.04 c0.04 0.07 0.01 0.03 0.21 0.06 c0.05 c0.56 0.00 v/s Ratio Perm 0.02 c0.20 0.37 0.27 v/c Ratio 0.09 0.87 0.21 0.99 0.35 0.07 0.80 0.46 0.13 0.52 1.09 0.00 Uniform Delay, d1 46.2 56.8 49.9 53.5 49.0 46.2 33.2 26.4 22.1 14.8 34.3 16.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 20.9 0.4 71.1 0.8 0.1 31.1 0.9 0.2 0.4 56.1 0.0 Delay 46.2 77.7 50.3 124.6 49.7 46.3 64.3 27.3 22.3 15.2 90.5 16.6 Level of Service D E D F D D E C C B F B Approach Delay 63.8 80.3 30.6 73.8 Approach LOS E F C E Intersection Summary HCM 2000 Control Delay 62.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.09 Actuated Cycle Length 142.7 Sum of lost time 32.0 Intersection Capacity Utilization 101.7% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 249 231 134 86 97 79 346 180 243 877 6 Future Volume (veh/h) 21 249 231 134 86 97 79 346 180 243 877 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 23 277 257 149 96 108 88 384 200 270 974 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.86 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 237 293 251 132 254 277 113 844 715 486 922 806 Arrive On Green 0.02 0.16 0.16 0.04 0.19 0.19 0.04 0.47 0.47 0.10 0.53 0.53 Sat Flow, veh/h 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Grp Volume(v), veh/h 23 277 257 149 96 108 88 384 200 270 974 7 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Q Serve(g_s), s 1.6 21.5 23.0 6.0 8.6 8.9 3.8 20.2 11.2 11.3 74.0 0.3 Cycle Q Clear(g_c), s 1.6 21.5 23.0 6.0 8.6 8.9 3.8 20.2 11.2 11.3 74.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 237 293 251 132 254 277 113 844 715 486 922 806 V/C Ratio(X) 0.10 0.94 1.03 1.13 0.38 0.39 0.78 0.45 0.28 0.56 1.06 0.01 Avail Cap(c_a), veh/h 262 293 251 132 254 277 113 844 715 506 922 806 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 47.2 57.9 58.5 55.9 49.9 50.0 33.5 25.1 22.7 17.5 33.0 15.6 Incr Delay (d2), s/veh 0.1 37.8 63.6 117.4 0.9 0.9 26.8 0.8 0.5 0.7 45.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 12.8 13.3 6.3 3.0 3.4 2.4 8.9 4.2 4.5 41.9 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 47.3 95.6 122.1 173.3 50.8 50.9 60.3 25.9 23.2 18.2 78.8 15.6 LOS D F F F D D E C C B F B Approach Vol, veh/h 557 [PHONE REDACTED] Approach Delay, s/veh 105.9 102.5 29.6 65.4 Approach LOS F F C E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 33.0 14.0 83.0 13.0 30.0 22.3 74.7 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 24.0 5.0 74.0 6.0 23.0 15.0 64.0 Max Q Clear Time (g_c+I1), s 3.6 10.9 5.8 76.0 8.0 25.0 13.3 22.2 Green Ext Time s 0.0 0.7 0.0 0.0 0.0 0.0 0.1 7.3 Intersection Summary HCM 6th Ctrl Delay 69.5 HCM 6th LOS E ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 10 Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 960 19 24 468 27 38 Future Vol, veh/h 960 19 24 468 27 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 0 0 0 0 14 Mvmt Flow 1067 21 27 520 30 42 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1088 0 1652 1078 Stage 1 - - - - 1078 - Stage 2 - - - - 574 - Critical Hdwy - - 4.1 - 6.4 6.34 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.426 Pot Cap-1 Maneuver - - 649 - 110 252 Stage 1 - - - - 330 - Stage 2 - - - - 567 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 649 - 104 252 Mov Cap-2 Maneuver - - - - 104 - Stage 1 - - - - 330 - Stage 2 - - - - 534 - Approach EB WB NB HCM Control Delay, s 0 0.5 45.7 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 158 - - 649 - HCM Lane V/C Ratio 0.457 - - 0.041 - HCM Control Delay 45.7 - - 10.8 0 HCM Lane LOS E - - B A HCM 95th %tile Q(veh) 2.1 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 11 Intersection Int Delay, s/veh 10.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 185 222 302 75 101 140 Future Vol, veh/h 185 222 302 75 101 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 1 4 0 3 2 Mvmt Flow 206 247 336 83 112 156 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 453 0 1085 330 Stage 1 - - - - 330 - Stage 2 - - - - 755 - Critical Hdwy - - 4.14 - 6.43 6.22 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.236 - 3.527 3.318 Pot Cap-1 Maneuver - - 1097 - 239 712 Stage 1 - - - - 726 - Stage 2 - - - - 462 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1097 - 166 712 Mov Cap-2 Maneuver - - - - 166 - Stage 1 - - - - 726 - Stage 2 - - - - 321 - Approach EB WB NB HCM Control Delay, s 0 7.8 33 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 166 712 - - 1097 - HCM Lane V/C Ratio 0.676 0.218 - - 0.306 - HCM Control Delay 62.9 11.5 - - 9.7 - HCM Lane LOS F B - - A - HCM 95th %tile Q(veh) 3.9 0.8 - - 1.3 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 12 Intersection Int Delay, s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 198 324 40 91 91 62 Future Vol, veh/h 198 324 40 91 91 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 3 0 7 6 3 0 Mvmt Flow 213 348 43 98 98 67 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 561 0 571 387 Stage 1 - - - - 387 - Stage 2 - - - - 184 - Critical Hdwy - - 4.17 - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.263 - 3.527 3.3 Pot Cap-1 Maneuver - - 986 - 481 665 Stage 1 - - - - 684 - Stage 2 - - - - 845 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 986 - 459 665 Mov Cap-2 Maneuver - - - - 459 - Stage 1 - - - - 684 - Stage 2 - - - - 806 - Approach EB WB NB HCM Control Delay, s 0 2.7 15 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 525 - - 986 - HCM Lane V/C Ratio 0.313 - - 0.044 - HCM Control Delay 15 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.3 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 115: Pollard Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 13 Intersection Int Delay, s/veh 4.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 91 75 227 188 109 127 Future Vol, veh/h 91 75 227 188 109 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 12 4 0 2 4 0 Mvmt Flow 97 80 241 200 116 135 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 708 341 0 0 441 0 Stage 1 341 - - - - - Stage 2 367 - - - - - Critical Hdwy 6.52 6.24 - - 4.14 - Critical Hdwy Stg 1 5.52 - - - - - Critical Hdwy Stg 2 5.52 - - - - - Follow-up Hdwy 3.608 3.336 - - 2.236 - Pot Cap-1 Maneuver 387 697 - - 1108 - Stage 1 698 - - - - - Stage 2 679 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 343 697 - - 1108 - Mov Cap-2 Maneuver 343 - - - - - Stage 1 698 - - - - - Stage 2 602 - - - - - Approach WB NB SB HCM Control Delay, s 18.3 0 4 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 445 1108 - HCM Lane V/C Ratio - - 0.397 0.105 - HCM Control Delay - - 18.3 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.9 0.3 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 116: Palmer Lane & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 14 Intersection Int Delay, s/veh 7.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 246 399 93 98 1 Future Vol, veh/h 8 246 399 93 98 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 33 8 3 0 6 0 Mvmt Flow 9 273 443 103 109 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1099 110 110 0 - 0 Stage 1 110 - - - - - Stage 2 989 - - - - - Critical Hdwy 6.73 6.28 4.13 - - - Critical Hdwy Stg 1 5.73 - - - - - Critical Hdwy Stg 2 5.73 - - - - - Follow-up Hdwy 3.797 3.372 2.227 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 843 - - - - - Stage 2 316 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 140 - - - - - Stage 1 574 - - - - - Stage 2 316 - - - - - Approach EB NB SB HCM Control Delay, s 12.1 6.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1474 - 788 - - HCM Lane V/C Ratio 0.301 - 0.358 - - HCM Control Delay 8.5 0 12.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 1.3 - 1.6 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 15 Intersection Int Delay, s/veh 157.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 93 1091 456 77 153 127 Future Vol, veh/h 93 1091 456 77 153 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 29 3 4 3 0 13 Mvmt Flow 99 1161 485 82 163 135 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 567 0 - 0 1885 526 Stage 1 - - - - 526 - Stage 2 - - - - 1359 - Critical Hdwy 4.39 - - - 6.4 6.33 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.461 - - - 3.5 3.417 Pot Cap-1 Maneuver 884 - - - ~ 79 531 Stage 1 - - - - 597 - Stage 2 - - - - 241 - Platoon blocked, % - - - Mov Cap-1 Maneuver 884 - - - ~ 54 531 Mov Cap-2 Maneuver - - - - ~ 54 - Stage 1 - - - - 409 - Stage 2 - - - - 241 - Approach EB WB SB HCM Control Delay, s 0.8 0 $ 1121.7 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 884 - - - 91 HCM Lane V/C Ratio 0.112 - - - 3.273 HCM Control Delay 9.6 0 - 1121.7 HCM Lane LOS A A - - F HCM 95th %tile Q(veh) 0.4 - - - 29.6 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Background Conditions AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 81 742 371 154 444 91 274 167 155 193 423 v/c Ratio 0.25 0.99 0.51 1.19 0.59 0.12 1.10 0.35 0.31 0.47 1.05 Control Delay 20.4 72.8 23.7 167.3 34.5 2.8 127.8 46.4 7.9 37.4 113.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.4 72.8 23.7 167.3 34.5 2.8 127.8 46.4 7.9 37.4 113.3 Queue Length 50th (ft) 38 714 183 ~124 319 0 ~255 132 1 128 ~447 Queue Length 95th (ft) 69 #999 281 #278 437 23 #444 203 58 194 #667 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 329 747 721 129 755 753 248 471 497 410 401 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.99 0.51 1.19 0.59 0.12 1.10 0.35 0.31 0.47 1.05 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 705 352 146 422 86 260 159 147 183 337 65 Future Volume (vph) 77 705 352 146 422 86 260 159 147 183 337 65 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1644 1698 1500 1583 1667 1530 1676 1714 1404 1710 1700 Flt Permitted 0.36 1.00 1.00 0.07 1.00 1.00 0.10 1.00 1.00 0.65 1.00 Satd. Flow (perm) 625 1698 1500 123 1667 1530 172 1714 1404 1173 1700 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 81 742 371 154 444 91 274 167 155 193 355 68 RTOR Reduction (vph) 0 0 61 0 0 50 0 0 111 0 5 0 Lane Group Flow (vph) 81 742 310 154 444 41 274 167 44 193 418 0 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Perm pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 7 4 Permitted Phases 6 2 8 8 4 Actuated Green, G 71.0 66.0 66.0 75.0 68.0 68.0 59.0 41.3 41.3 46.7 35.0 Effective Green, g 71.0 66.0 66.0 75.0 68.0 68.0 59.0 41.3 41.3 46.7 35.0 Actuated g/C Ratio 0.47 0.44 0.44 0.50 0.45 0.45 0.39 0.28 0.28 0.31 0.23 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 329 747 660 129 755 693 248 471 386 407 396 v/s Ratio Prot 0.01 0.44 0.21 c0.06 0.27 0.03 c0.13 0.10 0.04 0.25 v/s Ratio Perm 0.11 c0.54 c0.30 0.03 0.11 v/c Ratio 0.25 0.99 0.47 1.19 0.59 0.06 1.10 0.35 0.11 0.47 1.06 Uniform Delay, d1 23.2 41.8 29.6 34.7 30.6 23.0 46.5 43.6 40.7 40.1 57.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 31.3 2.4 140.5 1.0 0.0 88.1 0.2 0.0 0.3 60.9 Delay 23.3 73.1 32.0 175.2 31.5 23.1 134.6 43.8 40.7 40.4 118.4 Level of Service C E C F C C F D D D F Approach Delay 57.0 62.5 84.7 94.0 Approach LOS E E F F Intersection Summary HCM 2000 Control Delay 70.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.20 Actuated Cycle Length 150.0 Sum of lost time 24.0 Intersection Capacity Utilization 105.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 705 352 146 422 86 260 159 147 183 337 65 Future Volume (veh/h) 77 705 352 146 422 86 260 159 147 183 337 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 81 742 371 154 444 91 274 167 155 193 355 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 324 755 661 129 765 692 251 473 388 395 335 64 Arrive On Green 0.03 0.44 0.44 0.05 0.45 0.45 0.12 0.27 0.27 0.08 0.23 0.23 Sat Flow, veh/h 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 1434 275 Grp Volume(v), veh/h 81 742 371 154 444 91 274 167 155 193 0 423 Grp Sat Flow(s),veh/h/ln 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 0 1708 Q Serve(g_s), s 4.1 64.0 27.6 7.0 29.3 5.2 18.0 11.6 13.4 12.0 0.0 35.0 Cycle Q Clear(g_c), s 4.1 64.0 27.6 7.0 29.3 5.2 18.0 11.6 13.4 12.0 0.0 35.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 324 755 661 129 765 692 251 473 388 395 0 399 V/C Ratio(X) 0.25 0.98 0.56 1.19 0.58 0.13 1.09 0.35 0.40 0.49 0.00 1.06 Avail Cap(c_a), veh/h 324 755 661 129 765 692 251 473 388 395 0 399 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 24.6 41.4 31.2 37.6 30.4 23.8 46.1 43.8 44.5 40.4 0.0 57.5 Incr Delay (d2), s/veh 0.1 28.8 3.4 139.1 1.0 0.1 84.2 0.2 0.2 0.3 0.0 62.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 32.8 10.7 7.6 12.2 1.9 12.8 5.1 4.8 5.6 0.0 22.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 24.8 70.3 34.7 176.7 31.4 23.9 130.3 44.0 44.7 40.7 0.0 119.7 LOS C E C F C C F D D D A F Approach Vol, veh/h 1194 689 596 616 Approach Delay, s/veh 56.1 62.9 83.9 94.9 Approach LOS E E F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 74.0 24.0 41.0 13.0 72.0 18.0 47.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 68.0 18.0 35.0 7.0 66.0 12.0 41.0 Max Q Clear Time (g_c+I1), s 6.1 31.3 20.0 37.0 9.0 66.0 14.0 15.4 Green Ext Time s 0.0 2.7 0.0 0.0 0.0 0.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 70.7 HCM 6th LOS E ---PAGE BREAK--- Queues 2045 Background Conditions AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 31 1062 35 60 571 114 47 13 86 642 v/c Ratio 0.10 1.26 0.05 0.44 0.64 0.14 0.11 0.02 0.14 1.32 Control Delay 15.0 161.6 1.8 28.1 31.3 11.0 33.3 31.5 6.7 193.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.0 161.6 1.8 28.1 31.3 11.0 33.3 31.5 6.7 193.0 Queue Length 50th (ft) 13 ~1301 0 25 413 28 30 8 0 ~806 Queue Length 95th (ft) 29 #1593 9 59 564 66 63 25 39 #1067 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 359 840 730 159 889 791 429 655 612 488 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 1.26 0.05 0.38 0.64 0.14 0.11 0.02 0.14 1.32 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 1009 33 57 542 108 45 12 82 490 40 80 Future Volume (vph) 29 1009 33 57 542 108 45 12 82 490 40 80 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 1710 1748 1457 1660 1748 1500 1710 1800 1530 1686 Flt Permitted 0.29 1.00 1.00 0.05 1.00 1.00 0.65 1.00 1.00 0.76 Satd. Flow (perm) 519 1748 1457 94 1748 1500 1179 1800 1530 1332 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 1062 35 60 571 114 47 13 86 516 42 84 RTOR Reduction (vph) 0 0 18 0 0 29 0 0 55 0 4 0 Lane Group Flow (vph) 31 1062 17 60 571 85 47 13 31 0 638 0 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 75.4 71.4 71.4 81.0 74.2 74.2 53.1 53.1 53.1 53.1 Effective Green, g 75.4 71.4 71.4 81.0 74.2 74.2 53.1 53.1 53.1 53.1 Actuated g/C Ratio 0.51 0.48 0.48 0.55 0.50 0.50 0.36 0.36 0.36 0.36 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 295 841 701 123 874 750 422 644 547 476 v/s Ratio Prot 0.00 c0.61 c0.02 c0.33 0.01 v/s Ratio Perm 0.05 0.01 0.24 0.06 0.04 0.02 c0.48 v/c Ratio 0.11 1.26 0.02 0.49 0.65 0.11 0.11 0.02 0.06 1.34 Uniform Delay, d1 20.6 38.5 20.2 33.0 27.5 19.6 31.8 30.8 31.2 47.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 127.8 0.0 2.2 2.0 0.1 0.1 0.0 0.0 167.0 Delay 20.7 166.2 20.2 35.3 29.5 19.7 31.9 30.8 31.2 214.6 Level of Service C F C D C B C C C F Approach Delay 157.7 28.4 31.4 214.6 Approach LOS F C C F Intersection Summary HCM 2000 Control Delay 128.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.25 Actuated Cycle Length 148.3 Sum of lost time 17.0 Intersection Capacity Utilization 110.8% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 1009 33 57 542 108 45 12 82 490 40 80 Future Volume (veh/h) 29 1009 33 57 542 108 45 12 82 490 40 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 31 1062 35 60 571 114 47 13 86 516 42 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 281 851 710 103 863 737 580 660 559 442 32 65 Arrive On Green 0.02 0.48 0.48 0.03 0.49 0.49 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 1714 1758 1466 1674 1758 1502 1285 1800 1525 1083 88 176 Grp Volume(v), veh/h 31 1062 35 60 571 114 47 13 86 642 0 0 Grp Sat Flow(s),veh/h/ln 1714 1758 1466 1674 1758 1502 1285 1800 1525 1348 0 0 Q Serve(g_s), s 1.3 70.0 1.8 2.6 35.4 6.0 0.0 0.7 5.5 52.3 0.0 0.0 Cycle Q Clear(g_c), s 1.3 70.0 1.8 2.6 35.4 6.0 3.1 0.7 5.5 53.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.13 Lane Grp Cap(c), veh/h 281 851 710 103 863 737 580 660 559 539 0 0 V/C Ratio(X) 0.11 1.25 0.05 0.59 0.66 0.15 0.08 0.02 0.15 1.19 0.00 0.00 Avail Cap(c_a), veh/h 358 851 710 166 863 737 580 660 559 539 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 22.0 37.3 19.7 34.5 27.7 20.3 30.0 29.2 30.7 48.3 0.0 0.0 Incr Delay (d2), s/veh 0.1 121.2 0.0 3.9 2.1 0.1 0.0 0.0 0.1 103.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 58.1 0.6 1.1 15.4 2.2 1.1 0.3 2.1 35.5 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 22.1 158.5 19.7 38.4 29.9 20.4 30.0 29.2 30.8 151.5 0.0 0.0 LOS C F B D C C C C C F A A Approach Vol, veh/h 1128 745 146 642 Approach Delay, s/veh 150.4 29.1 30.4 151.5 Approach LOS F C C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.6 77.0 58.0 10.6 76.0 58.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 70.0 53.0 10.0 70.0 53.0 Max Q Clear Time (g_c+I1), s 3.3 37.4 7.5 4.6 72.0 55.0 Green Ext Time s 0.0 6.9 0.4 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 110.1 HCM 6th LOS F ---PAGE BREAK--- Appendix M Year 2045 Mitigated Background Traffic Operation Worksheets ---PAGE BREAK--- Queues 2045 Background Mitigations AM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 3 453 44 149 87 10 209 126 72 v/c Ratio 0.01 0.68 0.13 0.22 0.12 0.03 0.51 0.34 0.13 Control Delay 8.3 22.5 9.1 12.2 0.5 11.8 11.9 14.7 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 22.5 9.1 12.2 0.5 11.8 11.9 14.7 11.1 Queue Length 50th (ft) 1 85 6 23 0 2 12 20 7 Queue Length 95th (ft) 4 #300 22 81 2 10 64 61 41 Internal Link Dist (ft) 3919 2558 3989 3904 Turn Bay Length (ft) 100 100 100 100 100 Base Capacity (vph) 556 776 344 797 823 387 777 371 772 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.58 0.13 0.19 0.11 0.03 0.27 0.34 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations AM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 402 5 40 134 78 9 48 140 113 39 26 Future Volume (vph) 3 402 5 40 134 78 9 48 140 113 39 26 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.89 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1745 1598 1667 1530 1710 1563 1710 1691 Flt Permitted 0.66 1.00 0.29 1.00 1.00 0.71 1.00 0.45 1.00 Satd. Flow (perm) 1192 1745 492 1667 1530 1278 1563 809 1691 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 3 447 6 44 149 87 10 53 156 126 43 29 RTOR Reduction (vph) 0 1 0 0 0 56 0 123 0 0 21 0 Lane Group Flow (vph) 3 452 0 44 149 31 10 86 0 126 51 0 Heavy Vehicles 0% 3% 0% 7% 8% 0% 0% 0% 3% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 18.8 18.0 20.4 18.8 18.8 11.7 10.9 17.7 13.9 Effective Green, g 18.8 18.0 20.4 18.8 18.8 11.7 10.9 17.7 13.9 Actuated g/C Ratio 0.36 0.34 0.39 0.36 0.36 0.22 0.21 0.34 0.27 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 436 600 225 599 549 292 325 339 449 v/s Ratio Prot 0.00 c0.26 c0.01 0.09 0.00 0.05 c0.03 0.03 v/s Ratio Perm 0.00 0.07 0.02 0.01 c0.10 v/c Ratio 0.01 0.75 0.20 0.25 0.06 0.03 0.26 0.37 0.11 Uniform Delay, d1 10.7 15.2 10.6 11.8 11.0 15.9 17.3 12.5 14.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 5.3 0.4 0.2 0.0 0.0 0.4 0.7 0.1 Delay 10.8 20.5 11.1 12.0 11.0 15.9 17.8 13.2 14.6 Level of Service B C B B B B B B B Approach Delay 20.5 11.5 17.7 13.7 Approach LOS C B B B Intersection Summary HCM 2000 Control Delay 16.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 52.3 Sum of lost time 18.0 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations AM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 402 5 40 134 78 9 48 140 113 39 26 Future Volume (veh/h) 3 402 5 40 134 78 9 48 140 113 39 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1800 1702 1688 1800 1800 1800 1758 1800 1800 1800 Adj Flow Rate, veh/h 3 447 6 44 149 87 10 53 156 126 43 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 3 0 7 8 0 0 0 3 0 0 0 Cap, veh/h 492 534 7 287 592 535 420 74 217 367 256 173 Arrive On Green 0.00 0.31 0.31 0.05 0.35 0.35 0.01 0.18 0.18 0.08 0.26 0.26 Sat Flow, veh/h 1714 1730 23 1621 1688 1525 1714 402 1184 1714 1002 676 Grp Volume(v), veh/h 3 0 453 44 149 87 10 0 209 126 0 72 Grp Sat Flow(s),veh/h/ln 1714 0 1754 1621 1688 1525 1714 0 1587 1714 0 1678 Q Serve(g_s), s 0.1 0.0 11.5 0.9 3.0 1.9 0.2 0.0 5.9 2.7 0.0 1.6 Cycle Q Clear(g_c), s 0.1 0.0 11.5 0.9 3.0 1.9 0.2 0.0 5.9 2.7 0.0 1.6 Prop In Lane 1.00 0.01 1.00 1.00 1.00 0.75 1.00 0.40 Lane Grp Cap(c), veh/h 492 0 541 287 592 535 420 0 291 367 0 429 V/C Ratio(X) 0.01 0.00 0.84 0.15 0.25 0.16 0.02 0.00 0.72 0.34 0.00 0.17 Avail Cap(c_a), veh/h 665 0 679 381 653 591 578 0 611 405 0 650 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 11.3 0.0 15.4 11.7 11.0 10.7 15.5 0.0 18.3 13.6 0.0 13.8 Incr Delay (d2), s/veh 0.0 0.0 7.4 0.2 0.2 0.1 0.0 0.0 3.3 0.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 5.0 0.3 1.0 0.5 0.1 0.0 2.2 0.9 0.0 0.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.3 0.0 22.8 11.9 11.3 10.8 15.5 0.0 21.7 14.2 0.0 14.0 LOS B A C B B B B A C B A B Approach Vol, veh/h 456 280 219 198 Approach Delay, s/veh 22.7 11.2 21.4 14.1 Approach LOS C B C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.6 13.3 6.7 19.2 5.1 16.7 4.7 21.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 18.4 5.0 18.5 5.0 18.5 5.0 18.5 Max Q Clear Time (g_c+I1), s 4.7 7.9 2.9 13.5 2.2 3.6 2.1 5.0 Green Ext Time s 0.0 0.8 0.0 1.2 0.0 0.2 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Background Mitigations AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 277 257 149 96 108 88 384 200 270 974 7 v/c Ratio 0.07 0.74 0.47 0.54 0.22 0.13 0.48 0.43 0.34 0.57 0.76 0.01 Control Delay 24.8 52.6 6.0 34.4 32.5 2.9 28.2 34.7 2.7 22.0 34.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 52.6 6.0 34.4 32.5 2.9 28.2 34.7 2.7 22.0 34.1 0.0 Queue Length 50th (ft) 11 189 0 77 49 0 31 114 0 108 315 0 Queue Length 95th (ft) 29 282 48 128 105 26 67 180 18 188 440 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 346 534 656 277 462 [PHONE REDACTED] [PHONE REDACTED] 755 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.52 0.39 0.54 0.21 0.12 0.48 0.36 0.31 0.53 0.70 0.01 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 249 231 134 86 97 79 346 180 243 877 6 Future Volume (vph) 21 249 231 134 86 97 79 346 180 243 877 6 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 1485 1710 3420 1530 1693 3288 1530 Flt Permitted 0.69 1.00 1.00 0.33 1.00 1.00 0.21 1.00 1.00 0.39 1.00 1.00 Satd. Flow (perm) 1251 1782 1530 568 1374 1485 385 3420 1530 689 3288 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 23 277 257 149 96 108 88 384 200 270 974 7 RTOR Reduction (vph) 0 0 195 0 0 62 0 0 146 0 0 4 Lane Group Flow (vph) 23 277 62 149 96 46 88 384 54 270 974 3 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Perm pm+pt NA pm+ov pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green, G 28.9 27.1 27.1 41.5 33.4 48.2 34.2 30.4 30.4 54.2 41.4 41.4 Effective Green, g 28.9 27.1 27.1 41.5 33.4 48.2 34.2 30.4 30.4 54.2 41.4 41.4 Actuated g/C Ratio 0.26 0.24 0.24 0.37 0.30 0.43 0.30 0.27 0.27 0.48 0.37 0.37 Clearance Time 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 2.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 329 429 368 287 408 636 161 924 [PHONE REDACTED] 563 v/s Ratio Prot 0.00 c0.16 c0.04 0.07 0.01 0.02 0.11 c0.08 c0.30 v/s Ratio Perm 0.02 0.04 0.15 0.02 0.15 0.04 0.20 0.00 v/c Ratio 0.07 0.65 0.17 0.52 0.24 0.07 0.55 0.42 0.13 0.58 0.80 0.00 Uniform Delay, d1 31.4 38.3 33.7 25.7 29.8 18.9 29.8 33.7 31.0 18.6 31.9 22.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 3.3 0.2 0.7 0.3 0.0 2.0 0.6 0.3 1.2 4.5 0.0 Delay 31.5 41.7 34.0 26.4 30.1 18.9 31.8 34.3 31.3 19.8 36.4 22.5 Level of Service C D C C C B C C C B D C Approach Delay 37.7 25.1 33.1 32.7 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 32.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length 112.4 Sum of lost time 32.0 Intersection Capacity Utilization 78.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 249 231 134 86 97 79 346 180 243 877 6 Future Volume (veh/h) 21 249 231 134 86 97 79 346 180 243 877 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 23 277 257 149 96 108 88 384 200 270 974 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 345 358 306 242 347 569 213 986 [PHONE REDACTED] 563 Arrive On Green 0.02 0.20 0.20 0.08 0.25 0.25 0.05 0.29 0.29 0.13 0.37 0.37 Sat Flow, veh/h 1714 1786 1525 1661 1365 1490 1714 3420 1525 1701 3313 1525 Grp Volume(v), veh/h 23 277 257 149 96 108 88 384 200 270 974 7 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1490 1714 1710 1525 1701 1657 1525 Q Serve(g_s), s 1.1 15.3 16.9 7.4 5.9 5.0 3.8 9.4 11.2 11.2 27.5 0.3 Cycle Q Clear(g_c), s 1.1 15.3 16.9 7.4 5.9 5.0 3.8 9.4 11.2 11.2 27.5 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 345 358 306 242 347 569 213 986 [PHONE REDACTED] 563 V/C Ratio(X) 0.07 0.77 0.84 0.62 0.28 0.19 0.41 0.39 0.45 0.60 0.80 0.01 Avail Cap(c_a), veh/h 387 529 452 242 444 [PHONE REDACTED] [PHONE REDACTED] 642 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 31.9 39.5 40.2 31.0 31.3 21.5 26.3 29.8 30.5 21.0 29.5 20.9 Incr Delay (d2), s/veh 0.0 4.1 8.8 3.4 0.4 0.2 0.5 0.5 1.6 0.6 3.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 7.1 7.0 3.2 2.0 1.8 1.5 3.9 4.3 4.4 11.3 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 31.9 43.7 49.0 34.4 31.7 21.7 26.8 30.4 32.0 21.6 33.2 20.9 LOS C D D C C C C C C C C C Approach Vol, veh/h 557 [PHONE REDACTED] Approach Delay, s/veh 45.7 29.8 30.4 30.7 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.4 33.5 14.0 47.6 15.0 28.0 22.4 39.2 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 34.0 5.0 44.0 8.0 31.0 18.0 31.0 Max Q Clear Time (g_c+I1), s 3.1 7.9 5.8 29.5 9.4 18.9 13.2 13.2 Green Ext Time s 0.0 0.9 0.0 9.1 0.0 2.1 0.2 5.5 Intersection Summary HCM 6th Ctrl Delay 33.4 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Background Mitigations AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 1067 21 27 520 30 42 v/c Ratio 0.60 0.03 0.07 0.27 0.10 0.15 Control Delay 8.3 3.5 3.5 4.2 16.5 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 3.5 3.5 4.2 16.5 8.6 Queue Length 50th (ft) 52 0 2 20 5 0 Queue Length 95th (ft) 171 9 7 38 26 21 Internal Link Dist (ft) 3836 6200 3903 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 2291 1041 374 3057 886 715 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.02 0.07 0.17 0.03 0.06 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 960 19 24 468 27 38 Future Volume (vph) 960 19 24 468 27 38 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3386 1530 1710 3420 1710 1342 Flt Permitted 1.00 1.00 0.17 1.00 0.95 1.00 Satd. Flow (perm) 3386 1530 306 3420 1710 1342 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1067 21 27 520 30 42 RTOR Reduction (vph) 0 9 0 0 0 35 Lane Group Flow (vph) 1067 12 27 520 30 7 Heavy Vehicles 1% 0% 0% 0% 0% 14% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 19.0 19.0 24.2 24.2 6.5 6.5 Effective Green, g 19.0 19.0 24.2 24.2 6.5 6.5 Actuated g/C Ratio 0.48 0.48 0.61 0.61 0.16 0.16 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1620 [PHONE REDACTED] 279 219 v/s Ratio Prot c0.32 0.00 c0.15 c0.02 v/s Ratio Perm 0.01 0.08 0.01 v/c Ratio 0.66 0.02 0.13 0.25 0.11 0.03 Uniform Delay, d1 7.9 5.4 4.2 3.6 14.1 14.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.0 0.3 0.1 0.2 0.1 Delay 8.9 5.4 4.5 3.6 14.3 14.0 Level of Service A A A A B B Approach Delay 8.8 3.7 14.1 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 7.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 39.7 Sum of lost time 13.5 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 960 19 24 468 27 38 Future Volume (veh/h) 960 19 24 468 27 38 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1786 1800 1800 1800 1800 1603 Adj Flow Rate, veh/h 1067 21 27 520 30 42 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 0 0 0 0 14 Cap, veh/h 1578 [PHONE REDACTED] 233 184 Arrive On Green 0.47 0.47 0.03 0.62 0.14 0.14 Sat Flow, veh/h 3483 1525 1714 3510 1714 1359 Grp Volume(v), veh/h 1067 21 27 520 30 42 Grp Sat Flow(s),veh/h/ln 1697 1525 1714 1710 1714 1359 Q Serve(g_s), s 9.0 0.3 0.3 2.5 0.6 1.0 Cycle Q Clear(g_c), s 9.0 0.3 0.3 2.5 0.6 1.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1578 [PHONE REDACTED] 233 184 V/C Ratio(X) 0.68 0.03 0.07 0.25 0.13 0.23 Avail Cap(c_a), veh/h 2165 [PHONE REDACTED] 838 664 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.7 5.3 5.5 3.1 14.0 14.2 Incr Delay (d2), s/veh 0.5 0.0 0.1 0.1 0.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.1 0.1 0.3 0.2 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 8.2 5.4 5.6 3.2 14.3 14.8 LOS A A A A B B Approach Vol, veh/h 1088 547 72 Approach Delay, s/veh 8.1 3.3 14.6 Approach LOS A A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 9.5 5.7 21.6 27.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 23.5 33.0 Max Q Clear Time (g_c+I1), s 3.0 2.3 11.0 4.5 Green Ext Time s 0.1 0.0 6.1 3.8 Intersection Summary HCM 6th Ctrl Delay 6.9 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Background Mitigations AM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 10 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 206 247 336 83 112 156 v/c Ratio 0.47 0.44 0.52 0.08 0.34 0.37 Control Delay 17.7 5.1 8.1 4.3 19.2 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.7 5.1 8.1 4.3 19.2 6.7 Queue Length 50th (ft) 42 0 33 7 23 0 Queue Length 95th (ft) 95 39 81 22 65 37 Internal Link Dist (ft) 2600 1170 5156 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 766 [PHONE REDACTED] 727 745 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.31 0.50 0.06 0.15 0.21 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations AM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 11 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 185 222 302 75 101 140 Future Volume (vph) 185 222 302 75 101 140 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1515 1644 1800 1660 1500 Flt Permitted 1.00 1.00 0.45 1.00 0.95 1.00 Satd. Flow (perm) 1748 1515 770 1800 1660 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 206 247 336 83 112 156 RTOR Reduction (vph) 0 183 0 0 0 125 Lane Group Flow (vph) 206 64 336 83 112 31 Heavy Vehicles 3% 1% 4% 0% 3% 2% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 10.9 10.9 24.7 24.7 8.4 8.4 Effective Green, g 10.9 10.9 24.7 24.7 8.4 8.4 Actuated g/C Ratio 0.26 0.26 0.59 0.59 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 452 [PHONE REDACTED] 331 299 v/s Ratio Prot 0.12 c0.12 0.05 c0.07 v/s Ratio Perm 0.04 c0.19 0.02 v/c Ratio 0.46 0.16 0.52 0.08 0.34 0.10 Uniform Delay, d1 13.1 12.1 4.9 3.8 14.5 13.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.2 0.8 0.0 0.6 0.2 Delay 13.8 12.3 5.6 3.8 15.1 13.9 Level of Service B B A A B B Approach Delay 13.0 5.3 14.4 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 42.1 Sum of lost time 13.5 Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations AM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 185 222 302 75 101 140 Future Volume (veh/h) 185 222 302 75 101 140 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1758 1786 1744 1800 1758 1772 Adj Flow Rate, veh/h 206 247 336 83 112 156 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 1 4 0 3 2 Cap, veh/h 436 [PHONE REDACTED] 289 259 Arrive On Green 0.25 0.25 0.19 0.57 0.17 0.17 Sat Flow, veh/h 1758 1514 1661 1800 1674 1502 Grp Volume(v), veh/h 206 247 336 83 112 156 Grp Sat Flow(s),veh/h/ln 1758 1514 1661 1800 1674 1502 Q Serve(g_s), s 3.5 5.1 4.4 0.7 2.1 3.3 Cycle Q Clear(g_c), s 3.5 5.1 4.4 0.7 2.1 3.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 436 [PHONE REDACTED] 289 259 V/C Ratio(X) 0.47 0.66 0.51 0.08 0.39 0.60 Avail Cap(c_a), veh/h 912 [PHONE REDACTED] 869 779 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.1 11.7 6.2 3.4 12.7 13.2 Incr Delay (d2), s/veh 0.8 2.0 0.6 0.0 0.8 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 1.5 0.9 0.1 0.7 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.9 13.7 6.8 3.4 13.6 15.5 LOS B B A A B B Approach Vol, veh/h 453 419 268 Approach Delay, s/veh 12.9 6.1 14.7 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 10.5 11.1 13.1 24.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 10.5 18.0 33.0 Max Q Clear Time (g_c+I1), s 5.3 6.4 7.1 2.7 Green Ext Time s 0.7 0.4 1.6 0.4 Intersection Summary HCM 6th Ctrl Delay 10.8 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Background Mitigations AM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 213 348 43 98 98 67 v/c Ratio 0.36 0.47 0.09 0.14 0.23 0.15 Control Delay 11.0 4.0 4.9 5.2 13.8 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 4.0 4.9 5.2 13.8 6.0 Queue Length 50th (ft) 17 0 3 7 9 0 Queue Length 95th (ft) 79 39 13 24 52 23 Internal Link Dist (ft) 3891 1279 5173 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 1115 1101 463 1449 1088 1026 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.32 0.09 0.07 0.09 0.07 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations AM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 14 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 198 324 40 91 91 62 Future Volume (vph) 198 324 40 91 91 62 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1530 1598 1698 1660 1530 Flt Permitted 1.00 1.00 0.44 1.00 0.95 1.00 Satd. Flow (perm) 1748 1530 736 1698 1660 1530 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 213 348 43 98 98 67 RTOR Reduction (vph) 0 239 0 0 0 51 Lane Group Flow (vph) 213 109 43 98 98 16 Heavy Vehicles 3% 0% 7% 6% 3% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 2 2 Permitted Phases 4 8 Actuated Green, G 10.5 10.5 16.4 16.4 8.1 8.1 Effective Green, g 10.5 10.5 16.4 16.4 8.1 8.1 Actuated g/C Ratio 0.31 0.31 0.49 0.49 0.24 0.24 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 547 479 396 831 401 369 v/s Ratio Prot c0.12 0.00 c0.06 c0.06 0.01 v/s Ratio Perm 0.07 0.05 v/c Ratio 0.39 0.23 0.11 0.12 0.24 0.04 Uniform Delay, d1 9.0 8.5 4.8 4.6 10.2 9.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.2 0.1 0.1 0.3 0.0 Delay 9.5 8.7 4.9 4.7 10.6 9.8 Level of Service A A A A B A Approach Delay 9.0 4.8 10.2 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 8.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.32 Actuated Cycle Length 33.5 Sum of lost time 13.5 Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations AM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 15 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 198 324 40 91 91 62 Future Volume (veh/h) 198 324 40 91 91 62 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1758 1800 1702 1716 1758 1800 Adj Flow Rate, veh/h 213 348 43 98 98 67 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 0 7 6 3 0 Cap, veh/h 576 499 515 908 282 257 Arrive On Green 0.33 0.33 0.05 0.53 0.17 0.17 Sat Flow, veh/h 1758 1525 1621 1716 1674 1525 Grp Volume(v), veh/h 213 348 43 98 98 67 Grp Sat Flow(s),veh/h/ln 1758 1525 1621 1716 1674 1525 Q Serve(g_s), s 2.8 5.9 0.4 0.8 1.5 1.1 Cycle Q Clear(g_c), s 2.8 5.9 0.4 0.8 1.5 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 576 499 515 908 282 257 V/C Ratio(X) 0.37 0.70 0.08 0.11 0.35 0.26 Avail Cap(c_a), veh/h 1064 [PHONE REDACTED] 1042 949 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.7 8.7 5.1 3.5 10.9 10.8 Incr Delay (d2), s/veh 0.4 1.8 0.1 0.1 0.7 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.4 0.1 0.1 0.5 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 8.0 10.5 5.2 3.5 11.7 11.3 LOS A B A A B B Approach Vol, veh/h 561 141 165 Approach Delay, s/veh 9.6 4.0 11.5 Approach LOS A A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 9.5 6.0 14.2 20.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 18.0 27.5 Max Q Clear Time (g_c+I1), s 3.5 2.4 7.9 2.8 Green Ext Time s 0.4 0.0 1.9 0.5 Intersection Summary HCM 6th Ctrl Delay 9.0 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Background Mitigations AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 16 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 64 1161 485 53 163 135 v/c Ratio 0.17 0.65 0.36 0.08 0.41 0.32 Control Delay 6.0 8.9 10.8 4.3 18.1 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.0 8.9 10.8 4.3 18.1 6.0 Queue Length 50th (ft) 6 82 45 0 32 0 Queue Length 95th (ft) 21 160 86 17 79 31 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 200 150 100 Base Capacity (vph) 384 2325 1527 718 805 709 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.50 0.32 0.07 0.20 0.19 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 17 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 60 1091 456 50 153 127 Future Volume (vph) 60 1091 456 50 153 127 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1326 3320 3288 1485 1710 1354 Flt Permitted 0.38 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 524 3320 3288 1485 1710 1354 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 64 1161 485 53 163 135 RTOR Reduction (vph) 0 0 0 32 0 105 Lane Group Flow (vph) 64 1161 485 21 163 30 Heavy Vehicles 29% 3% 4% 3% 0% 13% Turn Type pm+pt NA NA Perm Prot Prot Protected Phases 7 4 8 6 6 Permitted Phases 4 8 Actuated Green, G 24.1 24.1 16.9 16.9 9.5 9.5 Effective Green, g 24.1 24.1 16.9 16.9 9.5 9.5 Actuated g/C Ratio 0.57 0.57 0.40 0.40 0.22 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 347 1878 1304 589 381 301 v/s Ratio Prot 0.01 c0.35 0.15 c0.10 0.02 v/s Ratio Perm 0.09 0.01 v/c Ratio 0.18 0.62 0.37 0.04 0.43 0.10 Uniform Delay, d1 4.5 6.2 9.1 7.9 14.2 13.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.6 0.2 0.0 0.8 0.1 Delay 4.7 6.8 9.3 7.9 15.0 13.3 Level of Service A A A A B B Approach Delay 6.7 9.1 14.2 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 8.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 42.6 Sum of lost time 13.5 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 18 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 60 1091 456 50 153 127 Future Volume (veh/h) 60 1091 456 50 153 127 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1393 1758 1744 1758 1800 1617 Adj Flow Rate, veh/h 64 1161 485 53 163 135 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 29 3 4 3 0 13 Cap, veh/h 468 1838 1144 514 300 240 Arrive On Green 0.07 0.55 0.35 0.35 0.17 0.17 Sat Flow, veh/h 1327 3428 3400 1490 1714 1371 Grp Volume(v), veh/h 64 1161 485 53 163 135 Grp Sat Flow(s),veh/h/ln 1327 1670 1657 1490 1714 1371 Q Serve(g_s), s 0.9 7.8 3.7 0.8 2.8 3.0 Cycle Q Clear(g_c), s 0.9 7.8 3.7 0.8 2.8 3.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 468 1838 1144 514 300 240 V/C Ratio(X) 0.14 0.63 0.42 0.10 0.54 0.56 Avail Cap(c_a), veh/h 582 2807 1823 819 969 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 5.3 5.1 8.2 7.3 12.3 12.4 Incr Delay (d2), s/veh 0.1 0.4 0.2 0.1 1.5 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.2 0.9 0.2 1.0 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 5.4 5.4 8.5 7.4 13.8 14.4 LOS A A A A B B Approach Vol, veh/h 1225 538 298 Approach Delay, s/veh 5.4 8.4 14.1 Approach LOS A A B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 10.2 6.7 15.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 18.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 9.8 5.0 2.9 5.7 Green Ext Time s 8.2 0.8 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 7.5 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Background Mitigations AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 81 742 371 154 444 91 274 167 155 193 355 68 v/c Ratio 0.22 0.74 0.51 0.57 0.37 0.13 0.78 0.38 0.32 0.47 0.88 0.15 Control Delay 17.3 35.5 5.7 24.3 24.6 0.4 58.4 32.1 6.0 25.0 60.3 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.3 35.5 5.7 24.3 24.6 0.4 58.4 32.1 6.0 25.0 60.3 0.7 Queue Length 50th (ft) 28 225 0 57 113 0 89 85 0 78 214 0 Queue Length 95th (ft) 56 296 67 98 157 1 #147 144 42 130 #358 0 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 200 200 200 200 150 150 100 100 Base Capacity (vph) 370 1009 [PHONE REDACTED] 678 372 500 526 412 456 501 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.74 0.51 0.55 0.37 0.13 0.74 0.33 0.29 0.47 0.78 0.14 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 705 352 146 422 86 260 159 147 183 337 65 Future Volume (vph) 77 705 352 146 422 86 260 159 147 183 337 65 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1644 3226 1500 1583 3167 1530 3252 1714 1404 1710 1748 1457 Flt Permitted 0.49 1.00 1.00 0.20 1.00 1.00 0.95 1.00 1.00 0.65 1.00 1.00 Satd. Flow (perm) 856 3226 1500 327 3167 1530 3252 1714 1404 1173 1748 1457 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 81 742 371 154 444 91 274 167 155 193 355 68 RTOR Reduction (vph) 0 0 251 0 0 57 0 0 116 0 0 53 Lane Group Flow (vph) 81 742 120 154 444 34 274 167 39 193 355 15 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA Prot pm+pt NA Perm Prot NA Perm pm+pt NA Perm Protected Phases 1 6 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 4 Actuated Green, G 36.2 31.5 31.5 45.6 36.2 36.2 10.5 24.7 24.7 30.0 22.1 22.1 Effective Green, g 36.2 31.5 31.5 45.6 36.2 36.2 10.5 24.7 24.7 30.0 22.1 22.1 Actuated g/C Ratio 0.37 0.32 0.32 0.47 0.37 0.37 0.11 0.25 0.25 0.31 0.23 0.23 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 355 1042 [PHONE REDACTED] 568 350 434 355 404 396 330 v/s Ratio Prot 0.01 c0.23 0.08 c0.05 0.14 c0.08 c0.10 0.04 c0.20 v/s Ratio Perm 0.07 0.21 0.02 0.03 0.11 0.01 v/c Ratio 0.23 0.71 0.25 0.56 0.38 0.06 0.78 0.38 0.11 0.48 0.90 0.05 Uniform Delay, d1 20.3 29.0 24.3 17.3 22.4 19.7 42.4 30.1 28.0 26.3 36.6 29.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 4.1 1.2 1.6 0.1 0.0 10.1 0.2 0.1 0.3 21.6 0.0 Delay 20.4 33.2 25.5 18.8 22.6 19.7 52.5 30.3 28.0 26.7 58.2 29.5 Level of Service C C C B C B D C C C E C Approach Delay 29.9 21.4 39.9 45.1 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 33.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length 97.5 Sum of lost time 24.0 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 705 352 146 422 86 260 159 147 183 337 65 Future Volume (veh/h) 77 705 352 146 422 86 260 159 147 183 337 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 81 742 371 154 444 91 274 167 155 193 355 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 379 1063 [PHONE REDACTED] 552 342 420 345 402 397 331 Arrive On Green 0.05 0.33 0.33 0.08 0.36 0.36 0.10 0.24 0.24 0.09 0.23 0.23 Sat Flow, veh/h 1661 3260 1502 1607 3207 1525 3274 1730 1418 1714 1758 1466 Grp Volume(v), veh/h 81 742 371 154 444 91 274 167 155 193 355 68 Grp Sat Flow(s),veh/h/ln 1661 1630 1502 1607 1603 1525 1637 1730 1418 1714 1758 1466 Q Serve(g_s), s 3.0 18.3 20.4 5.8 9.4 3.7 7.5 7.4 8.5 8.0 18.0 3.5 Cycle Q Clear(g_c), s 3.0 18.3 20.4 5.8 9.4 3.7 7.5 7.4 8.5 8.0 18.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 379 1063 [PHONE REDACTED] 552 342 420 345 402 397 331 V/C Ratio(X) 0.21 0.70 0.76 0.56 0.38 0.16 0.80 0.40 0.45 0.48 0.90 0.21 Avail Cap(c_a), veh/h 408 1063 [PHONE REDACTED] 564 391 526 432 402 478 398 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 19.2 27.1 27.8 20.4 21.8 19.9 40.3 29.2 29.6 24.7 34.6 28.9 Incr Delay (d2), s/veh 0.1 3.8 10.5 0.7 0.2 0.1 8.7 0.2 0.3 0.3 15.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 7.5 8.5 2.1 3.5 1.3 3.4 3.1 2.9 3.2 9.2 1.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 19.3 30.9 38.3 21.1 21.9 20.0 49.0 29.4 29.9 25.1 50.0 29.0 LOS B C D C C C D C C C D C Approach Vol, veh/h 1194 689 596 616 Approach Delay, s/veh 32.4 21.5 38.5 39.9 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.4 39.3 15.6 26.8 13.7 36.0 14.0 28.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 34.0 11.0 25.0 10.0 30.0 8.0 28.0 Max Q Clear Time (g_c+I1), s 5.0 11.4 9.5 20.0 7.8 22.4 10.0 10.5 Green Ext Time s 0.0 2.7 0.1 0.7 0.0 3.3 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 32.6 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Background Mitigations AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 31 1062 35 60 571 114 47 13 86 516 42 84 v/c Ratio 0.08 0.76 0.05 0.29 0.39 0.15 0.19 0.08 0.29 0.71 0.08 0.15 Control Delay 9.6 22.7 0.1 12.8 14.9 1.1 20.0 34.0 2.4 32.9 23.2 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.6 22.7 0.1 12.8 14.9 1.1 20.0 34.0 2.4 32.9 23.2 2.7 Queue Length 50th (ft) 7 225 0 13 75 0 15 6 0 119 16 0 Queue Length 95th (ft) 19 311 0 31 145 8 37 22 0 175 41 15 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 200 200 Base Capacity (vph) 394 1520 [PHONE REDACTED] 817 242 497 554 787 795 747 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.70 0.05 0.29 0.36 0.14 0.19 0.03 0.16 0.66 0.05 0.11 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 1009 33 57 542 108 45 12 82 490 40 80 Future Volume (vph) 29 1009 33 57 542 108 45 12 82 490 40 80 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 3320 1457 1660 3320 1500 1710 1800 1530 3285 1800 1530 Flt Permitted 0.39 1.00 1.00 0.13 1.00 1.00 0.73 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 700 3320 1457 223 3320 1500 1313 1800 1530 3285 1800 1530 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 1062 35 60 571 114 47 13 86 516 42 84 RTOR Reduction (vph) 0 0 21 0 0 66 0 0 76 0 0 60 Lane Group Flow (vph) 31 1062 14 60 571 48 47 13 10 516 42 24 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G 32.2 30.4 30.4 34.0 31.3 31.3 11.2 8.4 8.4 15.6 21.2 21.2 Effective Green, g 32.2 30.4 30.4 34.0 31.3 31.3 11.2 8.4 8.4 15.6 21.2 21.2 Actuated g/C Ratio 0.43 0.40 0.40 0.45 0.42 0.42 0.15 0.11 0.11 0.21 0.28 0.28 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 324 1343 [PHONE REDACTED] 625 210 201 171 682 508 431 v/s Ratio Prot 0.00 c0.32 c0.01 0.17 0.01 0.01 c0.16 0.02 v/s Ratio Perm 0.04 0.01 0.16 0.03 c0.02 0.01 0.02 v/c Ratio 0.10 0.79 0.02 0.39 0.41 0.08 0.22 0.06 0.06 0.76 0.08 0.06 Uniform Delay, d1 12.6 19.6 13.4 13.8 15.4 13.2 28.0 29.8 29.8 28.0 19.8 19.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 3.3 0.0 1.7 0.2 0.1 0.5 0.1 0.1 4.8 0.1 0.1 Delay 12.7 22.8 13.5 15.4 15.6 13.2 28.5 30.0 29.9 32.8 19.9 19.7 Level of Service B C B B B B C C C C B B Approach Delay 22.3 15.2 29.5 30.2 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 22.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length 75.1 Sum of lost time 18.0 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 1009 33 57 542 108 45 12 82 490 40 80 Future Volume (veh/h) 29 1009 33 57 542 108 45 12 82 490 40 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 31 1062 35 60 571 114 47 13 86 516 42 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 390 1323 [PHONE REDACTED] 621 297 158 134 638 427 362 Arrive On Green 0.03 0.40 0.40 0.05 0.41 0.41 0.04 0.09 0.09 0.19 0.24 0.24 Sat Flow, veh/h 1714 3340 1466 1674 3340 1502 1714 1800 1525 3300 1800 1525 Grp Volume(v), veh/h 31 1062 35 60 571 114 47 13 86 516 42 84 Grp Sat Flow(s),veh/h/ln 1714 1670 1466 1674 1670 1502 1714 1800 1525 1650 1800 1525 Q Serve(g_s), s 0.7 18.6 1.0 1.4 8.0 3.2 1.6 0.4 3.6 9.9 1.2 2.9 Cycle Q Clear(g_c), s 0.7 18.6 1.0 1.4 8.0 3.2 1.6 0.4 3.6 9.9 1.2 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 390 1323 [PHONE REDACTED] 621 297 158 134 638 427 362 V/C Ratio(X) 0.08 0.80 0.06 0.24 0.41 0.18 0.16 0.08 0.64 0.81 0.10 0.23 Avail Cap(c_a), veh/h 464 1591 [PHONE REDACTED] 715 354 517 438 823 827 701 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.3 17.7 12.4 13.5 13.7 12.3 25.6 27.7 29.2 25.5 19.7 20.4 Incr Delay (d2), s/veh 0.1 2.6 0.0 0.5 0.2 0.1 0.2 0.2 5.0 4.7 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 6.9 0.3 0.5 2.8 1.0 0.6 0.2 1.4 4.1 0.5 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.4 20.2 12.4 14.0 13.9 12.4 25.9 27.9 34.2 30.2 19.8 20.7 LOS B C B B B B C C C C B C Approach Vol, veh/h 1128 745 146 642 Approach Delay, s/veh 19.8 13.7 30.9 28.3 Approach LOS B B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.3 10.3 7.8 30.7 7.4 20.2 6.7 31.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 19.0 5.0 31.5 5.1 30.4 5.0 31.5 Max Q Clear Time (g_c+I1), s 11.9 5.6 3.4 20.6 3.6 4.9 2.7 10.0 Green Ext Time s 0.9 0.2 0.0 5.6 0.0 0.4 0.0 4.3 Intersection Summary HCM 6th Ctrl Delay 20.7 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 2045 Background Mit RCUT AM 117: SH 44 & Can Ada Road 01/12/2023 2045 Background Mit RCUT AM 1:31 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 93 1244 456 77 0 280 Future Vol, veh/h 93 1244 456 77 0 280 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 99 1323 485 82 0 298 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 567 0 - 0 - 243 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 1001 - - - 0 758 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1001 - - - - 758 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.6 0 12.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1001 - - - 758 HCM Lane V/C Ratio 0.099 - - - 0.393 HCM Control Delay 9 - - - 12.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.3 - - - 1.9 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Mit RCUT AM 119: SH 44 & Plummer Road 01/12/2023 2045 Background Mit RCUT AM 1:31 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 10.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 1499 73 57 587 120 0 0 139 0 0 610 Future Vol, veh/h 29 1499 73 57 587 120 0 0 139 0 0 610 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 31 1578 77 60 618 126 0 0 146 0 0 642 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 744 0 0 1655 0 0 - - 789 - - 309 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 859 - - 386 - - 0 0 333 0 0 687 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 859 - - 386 - - - - 333 - - 687 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.2 1.2 24 44.7 HCM LOS C E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 333 859 - - 386 - - 687 HCM Lane V/C Ratio 0.439 0.036 - - 0.155 - - 0.935 HCM Control Delay 24 9.3 - - 16 - - 44.7 HCM Lane LOS C A - - C - - E HCM 95th %tile Q(veh) 2.2 0.1 - - 0.5 - - 13 ---PAGE BREAK--- Queues 2045 Background Mitigations PM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 6 220 182 643 140 344 416 68 44 v/c Ratio 0.03 0.43 0.38 0.82 0.19 0.68 0.76 0.27 0.12 Control Delay 10.8 23.4 14.3 29.2 4.3 27.7 34.5 19.3 22.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.8 23.4 14.3 29.2 4.3 27.7 34.5 19.3 22.0 Queue Length 50th (ft) 2 83 50 248 3 113 163 19 12 Queue Length 95th (ft) 7 138 86 #514 37 #280 #386 54 44 Internal Link Dist (ft) 3919 2558 3989 3904 Turn Bay Length (ft) 100 100 100 100 100 Base Capacity (vph) 222 [PHONE REDACTED] 918 503 585 252 487 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.24 0.38 0.64 0.15 0.68 0.71 0.27 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations PM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 190 8 164 579 126 310 218 157 61 31 9 Future Volume (vph) 5 190 8 164 579 126 310 218 157 61 31 9 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.94 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1772 1710 1782 1530 1710 1687 1710 1739 Flt Permitted 0.19 1.00 0.46 1.00 1.00 0.58 1.00 0.33 1.00 Satd. Flow (perm) 347 1772 837 1782 1530 1037 1687 589 1739 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 6 211 9 182 643 140 344 242 174 68 34 10 RTOR Reduction (vph) 0 2 0 0 0 74 0 28 0 0 8 0 Lane Group Flow (vph) 6 218 0 182 643 66 344 388 0 68 36 0 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 25.4 24.6 37.2 31.9 31.9 30.9 22.6 20.8 17.0 Effective Green, g 25.4 24.6 37.2 31.9 31.9 30.9 22.6 20.8 17.0 Actuated g/C Ratio 0.33 0.32 0.48 0.41 0.41 0.40 0.29 0.27 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 128 565 495 737 633 497 494 214 383 v/s Ratio Prot 0.00 0.12 c0.04 c0.36 c0.08 c0.23 0.02 0.02 v/s Ratio Perm 0.01 0.14 0.04 0.19 0.07 v/c Ratio 0.05 0.39 0.37 0.87 0.10 0.69 0.79 0.32 0.09 Uniform Delay, d1 18.6 20.4 12.0 20.7 13.8 18.3 25.0 21.7 23.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.4 0.5 11.1 0.1 4.1 8.1 0.9 0.1 Delay 18.7 20.8 12.4 31.8 13.9 22.4 33.1 22.5 24.0 Level of Service B C B C B C C C C Approach Delay 20.8 25.6 28.3 23.1 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 77.1 Sum of lost time 18.0 Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations PM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 190 8 164 579 126 310 218 157 61 31 9 Future Volume (veh/h) 5 190 8 164 579 126 310 218 157 61 31 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 6 211 9 182 643 140 344 242 174 68 34 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0 Cap, veh/h 172 561 24 533 739 631 568 271 195 227 277 81 Arrive On Green 0.01 0.33 0.33 0.09 0.41 0.41 0.12 0.28 0.28 0.05 0.21 0.21 Sat Flow, veh/h 1714 1700 73 1714 1786 1525 1714 [PHONE REDACTED] 1336 393 Grp Volume(v), veh/h 6 0 220 182 643 140 344 0 416 68 0 44 Grp Sat Flow(s),veh/h/ln 1714 0 1773 1714 1786 1525 1714 0 1674 1714 0 1729 Q Serve(g_s), s 0.2 0.0 6.9 4.7 23.9 4.3 8.9 0.0 17.3 2.2 0.0 1.5 Cycle Q Clear(g_c), s 0.2 0.0 6.9 4.7 23.9 4.3 8.9 0.0 17.3 2.2 0.0 1.5 Prop In Lane 1.00 0.04 1.00 1.00 1.00 0.42 1.00 0.23 Lane Grp Cap(c), veh/h 172 0 585 533 739 631 568 0 466 227 0 358 V/C Ratio(X) 0.03 0.00 0.38 0.34 0.87 0.22 0.61 0.00 0.89 0.30 0.00 0.12 Avail Cap(c_a), veh/h 276 0 879 568 962 821 568 0 529 260 0 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 18.2 0.0 18.6 12.9 19.5 13.7 19.6 0.0 25.1 21.8 0.0 23.4 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.4 7.0 0.2 1.8 0.0 16.0 0.7 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.7 1.7 10.4 1.4 5.0 0.0 8.5 0.9 0.0 0.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.2 0.0 19.0 13.3 26.5 13.9 21.4 0.0 41.0 22.5 0.0 23.5 LOS B A B B C B C A D C A C Approach Vol, veh/h 226 965 760 112 Approach Delay, s/veh 18.9 22.2 32.2 22.9 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 24.7 11.1 28.4 13.4 19.5 5.1 34.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 22.9 8.1 35.9 8.9 19.1 5.0 39.0 Max Q Clear Time (g_c+I1), s 4.2 19.3 6.7 8.9 10.9 3.5 2.2 25.9 Green Ext Time s 0.0 0.9 0.1 1.3 0.0 0.1 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Background Mitigations PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 132 126 176 503 615 149 996 96 101 517 44 v/c Ratio 0.46 0.30 0.26 0.41 0.87 0.79 0.38 0.84 0.16 0.38 0.38 0.06 Control Delay 39.6 41.9 5.4 31.9 60.7 33.9 23.9 49.1 1.6 22.5 29.6 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.6 41.9 5.4 31.9 60.7 33.9 23.9 49.1 1.6 22.5 29.6 0.2 Queue Length 50th (ft) 40 95 0 107 436 434 69 428 0 46 170 0 Queue Length 95th (ft) 81 164 38 182 638 596 126 #665 9 89 244 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 153 684 680 429 775 [PHONE REDACTED] [PHONE REDACTED] 858 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.19 0.19 0.41 0.65 0.69 0.37 0.74 0.14 0.26 0.29 0.05 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 129 123 172 493 603 146 976 94 99 507 43 Future Volume (vph) 70 129 123 172 493 603 146 976 94 99 507 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 1530 1693 3353 1485 1710 3353 1530 Flt Permitted 0.19 1.00 1.00 0.55 1.00 1.00 0.45 1.00 1.00 0.09 1.00 1.00 Satd. Flow (perm) 340 1765 1530 954 1782 1530 800 3353 1485 169 3353 1530 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 132 126 176 503 615 149 996 96 101 517 44 RTOR Reduction (vph) 0 0 93 0 0 34 0 0 62 0 0 26 Lane Group Flow (vph) 71 132 33 176 503 581 149 996 34 101 517 18 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA Perm pm+pt NA pm+ov pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green, G 38.7 35.0 35.0 52.4 42.7 58.5 55.4 46.5 46.5 68.3 53.4 53.4 Effective Green, g 38.7 35.0 35.0 52.4 42.7 58.5 55.4 46.5 46.5 68.3 53.4 53.4 Actuated g/C Ratio 0.29 0.26 0.26 0.39 0.32 0.44 0.42 0.35 0.35 0.51 0.40 0.40 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 137 465 403 437 573 [PHONE REDACTED] [PHONE REDACTED] 615 v/s Ratio Prot 0.01 0.07 c0.03 c0.28 c0.09 0.03 c0.30 0.04 0.15 v/s Ratio Perm 0.14 0.02 0.12 0.29 0.13 0.02 0.15 0.01 v/c Ratio 0.52 0.28 0.08 0.40 0.88 0.78 0.38 0.85 0.06 0.37 0.38 0.03 Uniform Delay, d1 38.1 38.9 36.8 27.4 42.5 31.7 24.7 39.8 28.6 22.5 28.0 24.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.3 0.3 0.1 0.6 14.2 5.4 0.6 5.9 0.1 0.9 0.2 0.0 Delay 41.4 39.2 36.9 28.1 56.7 37.0 25.3 45.7 28.7 23.4 28.2 24.0 Level of Service D D D C E D C D C C C C Approach Delay 38.8 43.5 42.0 27.2 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 39.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 132.7 Sum of lost time 24.0 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 129 123 172 493 603 146 976 94 99 507 43 Future Volume (veh/h) 70 129 123 172 493 603 146 976 94 99 507 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 71 132 126 176 503 615 149 996 96 101 517 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 199 628 541 523 709 [PHONE REDACTED] [PHONE REDACTED] 492 Arrive On Green 0.04 0.35 0.35 0.08 0.40 0.40 0.07 0.33 0.33 0.05 0.32 0.32 Sat Flow, veh/h 1714 1772 1525 1674 1786 1525 1701 3367 1490 1714 3367 1525 Grp Volume(v), veh/h 71 132 126 176 503 615 149 996 96 101 517 44 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1525 1701 1683 1490 1714 1683 1525 Q Serve(g_s), s 3.6 7.0 7.9 8.8 32.0 50.2 7.9 37.9 6.2 5.3 16.7 2.7 Cycle Q Clear(g_c), s 3.6 7.0 7.9 8.8 32.0 50.2 7.9 37.9 6.2 5.3 16.7 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 199 628 541 523 709 [PHONE REDACTED] [PHONE REDACTED] 492 V/C Ratio(X) 0.36 0.21 0.23 0.34 0.71 0.89 0.44 0.88 0.19 0.58 0.48 0.09 Avail Cap(c_a), veh/h 199 641 552 526 725 [PHONE REDACTED] [PHONE REDACTED] 754 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 29.1 30.5 30.8 23.5 34.3 34.2 29.0 42.6 32.0 33.9 36.7 32.0 Incr Delay (d2), s/veh 1.1 0.2 0.2 0.4 3.1 13.7 0.9 7.1 0.2 3.0 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 3.1 3.0 3.6 14.5 20.9 3.4 16.8 2.3 2.4 6.9 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 30.2 30.7 31.0 23.8 37.4 47.9 29.9 49.7 32.2 36.9 37.1 32.1 LOS C C C C D D C D C D D C Approach Vol, veh/h 329 1294 1241 662 Approach Delay, s/veh 30.7 40.6 46.0 36.7 Approach LOS C D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 59.8 15.0 49.7 16.8 54.0 13.3 51.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 55.0 9.0 67.0 11.0 49.0 25.0 51.0 Max Q Clear Time (g_c+I1), s 5.6 52.2 9.9 18.7 10.8 9.9 7.3 39.9 Green Ext Time s 0.0 1.6 0.0 4.1 0.0 1.2 0.2 5.5 Intersection Summary HCM 6th Ctrl Delay 40.8 HCM 6th LOS D ---PAGE BREAK--- Queues 2045 Background Mitigations PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 438 20 5 1329 121 23 v/c Ratio 0.24 0.02 0.01 0.68 0.36 0.07 Control Delay 6.8 4.4 4.2 8.6 18.8 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.8 4.4 4.2 8.6 18.8 7.9 Queue Length 50th (ft) 21 0 1 93 28 0 Queue Length 95th (ft) 73 10 4 179 62 13 Internal Link Dist (ft) 3836 6200 3903 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 1853 [PHONE REDACTED] 738 706 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.02 0.01 0.58 0.16 0.03 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 416 19 5 1263 115 22 Future Volume (vph) 416 19 5 1263 115 22 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3386 1530 1710 3386 1629 1530 Flt Permitted 1.00 1.00 0.41 1.00 0.95 1.00 Satd. Flow (perm) 3386 1530 747 3386 1629 1530 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 438 20 5 1329 121 23 RTOR Reduction (vph) 0 10 0 0 0 19 Lane Group Flow (vph) 438 10 5 1329 121 4 Heavy Vehicles 1% 0% 0% 1% 5% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 1 1 Permitted Phases 4 8 Actuated Green, G 22.5 22.5 27.9 27.9 8.6 8.6 Effective Green, g 22.5 22.5 27.9 27.9 8.6 8.6 Actuated g/C Ratio 0.49 0.49 0.61 0.61 0.19 0.19 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1674 [PHONE REDACTED] 307 289 v/s Ratio Prot 0.13 0.00 c0.39 c0.07 0.00 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.26 0.01 0.01 0.64 0.39 0.02 Uniform Delay, d1 6.7 5.9 3.6 5.6 16.2 15.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.0 0.7 0.8 0.0 Delay 6.8 5.9 3.6 6.3 17.0 15.0 Level of Service A A A A B B Approach Delay 6.7 6.3 16.7 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 7.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 45.5 Sum of lost time 13.5 Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 416 19 5 1263 115 22 Future Volume (veh/h) 416 19 5 1263 115 22 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1786 1800 1800 1786 1730 1800 Adj Flow Rate, veh/h 438 20 5 1329 121 23 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 0 0 1 5 0 Cap, veh/h 1528 [PHONE REDACTED] 242 224 Arrive On Green 0.45 0.45 0.01 0.59 0.15 0.15 Sat Flow, veh/h 3483 1525 1714 3483 1647 1525 Grp Volume(v), veh/h 438 20 5 1329 121 23 Grp Sat Flow(s),veh/h/ln 1697 1525 1714 1697 1647 1525 Q Serve(g_s), s 2.8 0.2 0.0 9.0 2.3 0.4 Cycle Q Clear(g_c), s 2.8 0.2 0.0 9.0 2.3 0.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1528 [PHONE REDACTED] 242 224 V/C Ratio(X) 0.29 0.03 0.01 0.66 0.50 0.10 Avail Cap(c_a), veh/h 1793 [PHONE REDACTED] 895 828 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 5.9 5.2 4.3 4.7 13.4 12.6 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.4 1.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 0.0 1.2 0.8 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 6.0 5.2 4.3 5.1 15.0 12.8 LOS A A A A B B Approach Vol, veh/h 458 1334 144 Approach Delay, s/veh 6.0 5.1 14.6 Approach LOS A A B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 4.7 19.8 9.5 24.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 18.0 18.5 27.5 Max Q Clear Time (g_c+I1), s 2.0 4.8 4.3 11.0 Green Ext Time s 0.0 2.4 0.3 9.1 Intersection Summary HCM 6th Ctrl Delay 6.0 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Queues 2045 Background Mitigations PM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 10 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 132 200 642 244 153 189 v/c Ratio 0.40 0.45 0.81 0.22 0.45 0.42 Control Delay 23.5 7.6 16.9 5.1 24.1 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.5 7.6 16.9 5.1 24.1 7.0 Queue Length 50th (ft) 36 0 93 25 41 0 Queue Length 95th (ft) 86 45 #282 63 97 44 Internal Link Dist (ft) 2600 1170 5156 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 664 [PHONE REDACTED] 631 684 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.29 0.74 0.16 0.24 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations PM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 11 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 120 182 584 222 139 172 Future Volume (vph) 120 182 584 222 139 172 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1800 1500 1676 1800 1710 1530 Flt Permitted 1.00 1.00 0.46 1.00 0.95 1.00 Satd. Flow (perm) 1800 1500 808 1800 1710 1530 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 132 200 642 244 153 189 RTOR Reduction (vph) 0 162 0 0 0 151 Lane Group Flow (vph) 132 38 642 244 153 38 Heavy Vehicles 0% 2% 2% 0% 0% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 2 2 Permitted Phases 4 8 Actuated Green, G 9.6 9.6 31.2 31.2 10.0 10.0 Effective Green, g 9.6 9.6 31.2 31.2 10.0 10.0 Actuated g/C Ratio 0.19 0.19 0.62 0.62 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 344 [PHONE REDACTED] 340 304 v/s Ratio Prot 0.07 c0.27 0.14 c0.09 0.02 v/s Ratio Perm 0.03 c0.23 v/c Ratio 0.38 0.13 0.81 0.22 0.45 0.12 Uniform Delay, d1 17.7 16.8 6.3 4.2 17.7 16.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.2 6.0 0.1 0.9 0.2 Delay 18.4 17.1 12.2 4.3 18.6 16.7 Level of Service B B B A B B Approach Delay 17.6 10.0 17.6 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length 50.2 Sum of lost time 13.5 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations PM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 120 182 584 222 139 172 Future Volume (veh/h) 120 182 584 222 139 172 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1772 1772 1800 1800 1800 Adj Flow Rate, veh/h 132 200 642 244 153 189 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 0 0 0 Cap, veh/h 342 [PHONE REDACTED] 305 271 Arrive On Green 0.19 0.19 0.34 0.63 0.18 0.18 Sat Flow, veh/h 1800 1502 1688 1800 1714 1525 Grp Volume(v), veh/h 132 200 642 244 153 189 Grp Sat Flow(s),veh/h/ln 1800 1502 1688 1800 1714 1525 Q Serve(g_s), s 2.9 5.7 12.1 2.7 3.7 5.3 Cycle Q Clear(g_c), s 2.9 5.7 12.1 2.7 3.7 5.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 342 [PHONE REDACTED] 305 271 V/C Ratio(X) 0.39 0.70 0.75 0.22 0.50 0.70 Avail Cap(c_a), veh/h [PHONE REDACTED] 1691 674 600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 16.2 17.3 7.5 3.7 17.0 17.7 Incr Delay (d2), s/veh 0.7 3.1 2.4 0.1 1.3 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.0 3.2 0.6 1.4 1.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 16.9 20.4 9.9 3.8 18.3 20.9 LOS B C A A B C Approach Vol, veh/h 332 886 342 Approach Delay, s/veh 19.0 8.2 19.7 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 12.6 19.9 13.2 33.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 20.5 18.0 43.0 Max Q Clear Time (g_c+I1), s 7.3 14.1 7.7 4.7 Green Ext Time s 0.8 1.4 1.0 1.5 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Background Mitigations PM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 184 273 101 431 401 74 v/c Ratio 0.35 0.43 0.22 0.58 0.66 0.13 Control Delay 16.1 4.8 9.0 13.1 19.0 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.1 4.8 9.0 13.1 19.0 4.3 Queue Length 50th (ft) 40 0 14 72 82 0 Queue Length 95th (ft) 88 42 37 149 #192 21 Internal Link Dist (ft) 3891 1279 5173 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 847 [PHONE REDACTED] 827 778 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.32 0.22 0.34 0.48 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations PM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 14 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 166 246 91 388 361 67 Future Volume (vph) 166 246 91 388 361 67 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1800 1530 1710 1800 1710 1530 Flt Permitted 1.00 1.00 0.47 1.00 0.95 1.00 Satd. Flow (perm) 1800 1530 840 1800 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 184 273 101 431 401 74 RTOR Reduction (vph) 0 196 0 0 0 49 Lane Group Flow (vph) 184 77 101 431 401 25 Heavy Vehicles 0% 0% 0% 0% 0% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 2 2 Permitted Phases 4 8 Actuated Green, G 12.0 12.0 19.0 19.0 14.5 14.5 Effective Green, g 12.0 12.0 19.0 19.0 14.5 14.5 Actuated g/C Ratio 0.28 0.28 0.45 0.45 0.34 0.34 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 508 432 426 804 583 522 v/s Ratio Prot 0.10 0.01 c0.24 c0.23 0.02 v/s Ratio Perm 0.05 0.09 v/c Ratio 0.36 0.18 0.24 0.54 0.69 0.05 Uniform Delay, d1 12.2 11.5 7.2 8.5 12.1 9.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.2 0.3 0.7 3.4 0.0 Delay 12.6 11.7 7.5 9.2 15.4 9.4 Level of Service B B A A B A Approach Delay 12.1 8.9 14.5 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 42.5 Sum of lost time 13.5 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations PM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 15 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 166 246 91 388 361 67 Future Volume (veh/h) 166 246 91 388 361 67 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 184 273 101 431 401 74 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 459 389 503 832 509 453 Arrive On Green 0.26 0.26 0.09 0.46 0.30 0.30 Sat Flow, veh/h 1800 1525 1714 1800 1714 1525 Grp Volume(v), veh/h 184 273 101 431 401 74 Grp Sat Flow(s),veh/h/ln 1800 1525 1714 1800 1714 1525 Q Serve(g_s), s 3.2 6.1 1.4 6.3 8.0 1.3 Cycle Q Clear(g_c), s 3.2 6.1 1.4 6.3 8.0 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 459 389 503 832 509 453 V/C Ratio(X) 0.40 0.70 0.20 0.52 0.79 0.16 Avail Cap(c_a), veh/h 867 [PHONE REDACTED] 849 755 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.5 12.6 7.7 7.1 12.1 9.7 Incr Delay (d2), s/veh 0.6 2.3 0.2 0.5 2.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 1.9 0.4 1.6 2.7 0.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 12.1 14.9 7.8 7.6 14.8 9.9 LOS B B A A B A Approach Vol, veh/h 457 532 475 Approach Delay, s/veh 13.8 7.6 14.1 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 15.6 7.7 14.0 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 18.0 27.5 Max Q Clear Time (g_c+I1), s 10.0 3.4 8.1 8.3 Green Ext Time s 1.1 0.0 1.5 2.6 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Background Mitigations PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 16 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 61 920 1237 89 191 93 v/c Ratio 0.21 0.47 0.77 0.12 0.50 0.24 Control Delay 6.7 7.1 17.5 3.5 22.6 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.7 7.1 17.5 3.5 22.6 6.4 Queue Length 50th (ft) 6 66 168 0 54 0 Queue Length 95th (ft) 22 128 #334 22 104 28 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 200 150 100 Base Capacity (vph) 291 2401 1726 808 654 590 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.38 0.72 0.11 0.29 0.16 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 17 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 57 865 1163 84 180 87 Future Volume (vph) 57 865 1163 84 180 87 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1613 3353 3386 1500 1676 1366 Flt Permitted 0.15 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 248 3353 3386 1500 1676 1366 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 61 920 1237 89 191 93 RTOR Reduction (vph) 0 0 0 48 0 73 Lane Group Flow (vph) 61 920 1237 41 191 20 Heavy Vehicles 6% 2% 1% 2% 2% 12% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 30.0 30.0 22.9 22.9 10.9 10.9 Effective Green, g 30.0 30.0 22.9 22.9 10.9 10.9 Actuated g/C Ratio 0.60 0.60 0.46 0.46 0.22 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 220 2015 1553 688 366 298 v/s Ratio Prot 0.01 c0.27 c0.37 c0.11 v/s Ratio Perm 0.15 0.03 0.01 v/c Ratio 0.28 0.46 0.80 0.06 0.52 0.07 Uniform Delay, d1 6.8 5.5 11.5 7.5 17.2 15.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.2 2.9 0.0 1.3 0.1 Delay 7.4 5.6 14.4 7.5 18.5 15.6 Level of Service A A B A B B Approach Delay 5.7 14.0 17.6 Approach LOS A B B Intersection Summary HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length 49.9 Sum of lost time 13.5 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 18 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 57 865 1163 84 180 87 Future Volume (veh/h) 57 865 1163 84 180 87 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1716 1772 1786 1772 1772 1632 Adj Flow Rate, veh/h 61 920 1237 89 191 93 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 2 1 2 2 12 Cap, veh/h 326 2119 1588 703 281 230 Arrive On Green 0.06 0.63 0.47 0.47 0.17 0.17 Sat Flow, veh/h 1634 3455 3483 1502 1688 1383 Grp Volume(v), veh/h 61 920 1237 89 191 93 Grp Sat Flow(s),veh/h/ln 1634 1683 1697 1502 1688 1383 Q Serve(g_s), s 0.7 6.1 13.5 1.5 4.7 2.7 Cycle Q Clear(g_c), s 0.7 6.1 13.5 1.5 4.7 2.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 326 2119 1588 703 281 230 V/C Ratio(X) 0.19 0.43 0.78 0.13 0.68 0.40 Avail Cap(c_a), veh/h 413 2517 1806 799 688 564 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.4 4.2 9.8 6.6 17.3 16.4 Incr Delay (d2), s/veh 0.3 0.1 2.0 0.1 2.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.1 4.0 0.4 1.8 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 7.7 4.3 11.8 6.7 20.2 17.6 LOS A A B A C B Approach Vol, veh/h 981 1326 284 Approach Delay, s/veh 4.5 11.5 19.3 Approach LOS A B B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 32.3 11.9 7.1 25.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 5.0 23.5 Max Q Clear Time (g_c+I1), s 8.1 6.7 2.7 15.5 Green Ext Time s 7.2 0.7 0.0 5.2 Intersection Summary HCM 6th Ctrl Delay 9.7 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Background Mitigations PM Peak Hour 118: Star Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 162 641 368 189 923 114 395 307 124 111 239 113 v/c Ratio 0.85 0.55 0.41 0.61 0.79 0.17 0.85 0.59 0.21 0.38 0.75 0.22 Control Delay 64.4 27.4 3.4 37.9 33.8 0.5 57.0 34.2 0.8 23.4 49.9 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.4 27.4 3.4 37.9 33.8 0.5 57.0 34.2 0.8 23.4 49.9 1.0 Queue Length 50th (ft) 68 157 10 80 248 0 116 159 0 41 133 0 Queue Length 95th (ft) #179 240 48 152 #372 0 #215 245 0 76 212 0 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 200 200 200 200 150 150 100 100 Base Capacity (vph) 190 1159 [PHONE REDACTED] 689 476 636 689 293 482 632 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0.55 0.41 0.58 0.77 0.17 0.83 0.48 0.18 0.38 0.50 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations PM Peak Hour 118: Star Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 635 364 187 914 113 391 304 123 110 237 112 Future Volume (vph) 160 635 364 187 914 113 391 304 123 110 237 112 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1693 3386 1515 1676 3386 1530 3317 1800 1530 1660 1748 1515 Flt Permitted 0.16 1.00 1.00 0.41 1.00 1.00 0.95 1.00 1.00 0.57 1.00 1.00 Satd. Flow (perm) 284 3386 1515 721 3386 1530 3317 1800 1530 1002 1748 1515 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 641 368 189 923 114 395 307 124 111 239 113 RTOR Reduction (vph) 0 0 160 0 0 75 0 0 89 0 0 91 Lane Group Flow (vph) 162 641 208 189 923 39 395 307 35 111 239 22 Heavy Vehicles 1% 1% 1% 2% 1% 0% 0% 0% 0% 3% 3% 1% Turn Type pm+pt NA pm+ov pm+pt NA Perm Prot NA Perm pm+pt NA Perm Protected Phases 1 6 3 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 4 4 Actuated Green, G 31.1 31.1 43.9 31.3 31.3 31.3 12.8 26.1 26.1 22.7 18.0 18.0 Effective Green, g 31.1 31.1 43.9 31.3 31.3 31.3 12.8 26.1 26.1 22.7 18.0 18.0 Actuated g/C Ratio 0.34 0.34 0.48 0.34 0.34 0.34 0.14 0.28 0.28 0.25 0.20 0.20 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.0 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 187 1143 [PHONE REDACTED] 519 460 510 433 280 341 296 v/s Ratio Prot c0.06 0.19 0.04 0.04 c0.27 c0.12 0.17 0.02 c0.14 v/s Ratio Perm c0.24 0.10 0.17 0.03 0.02 0.08 0.01 v/c Ratio 0.87 0.56 0.29 0.61 0.80 0.07 0.86 0.60 0.08 0.40 0.70 0.07 Uniform Delay, d1 26.1 24.9 14.6 27.2 27.6 20.6 38.8 28.5 24.2 28.0 34.5 30.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 30.8 2.0 0.1 2.5 4.0 0.0 14.2 1.4 0.0 0.3 5.2 0.0 Delay 56.9 26.9 14.7 29.7 31.6 20.6 53.0 29.9 24.2 28.4 39.8 30.3 Level of Service E C B C C C D C C C D C Approach Delay 27.2 30.3 40.1 34.7 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 32.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length 92.1 Sum of lost time 24.0 Intersection Capacity Utilization 81.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations PM Peak Hour 118: Star Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 635 364 187 914 113 391 304 123 110 237 112 Future Volume (veh/h) 160 635 364 187 914 113 391 304 123 110 237 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1772 1786 1800 1800 1800 1800 1758 1758 1786 Adj Flow Rate, veh/h 162 641 368 189 923 114 395 307 124 111 239 113 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 2 1 0 0 0 0 3 3 1 Cap, veh/h 202 1220 [PHONE REDACTED] 530 467 424 359 274 289 249 Arrive On Green 0.07 0.36 0.36 0.06 0.35 0.35 0.14 0.24 0.24 0.07 0.16 0.16 Sat Flow, veh/h 1701 3393 1514 1688 3393 1525 3326 1800 1525 1674 1758 1514 Grp Volume(v), veh/h 162 641 368 189 923 114 395 307 124 111 239 113 Grp Sat Flow(s),veh/h/ln 1701 1697 1514 1688 1697 1525 1663 1800 1525 1674 1758 1514 Q Serve(g_s), s 6.0 12.9 6.5 0.0 21.0 4.5 10.0 13.6 4.3 4.7 11.3 5.8 Cycle Q Clear(g_c), s 6.0 12.9 6.5 0.0 21.0 4.5 10.0 13.6 4.3 4.7 11.3 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 202 1220 [PHONE REDACTED] 530 467 424 359 274 289 249 V/C Ratio(X) 0.80 0.53 0.49 0.66 0.78 0.22 0.85 0.72 0.35 0.41 0.83 0.45 Avail Cap(c_a), veh/h 202 1220 [PHONE REDACTED] 566 501 668 566 274 510 439 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 25.6 21.8 4.0 33.9 25.2 19.9 36.2 30.4 15.2 27.5 34.8 32.5 Incr Delay (d2), s/veh 19.0 1.6 2.2 2.8 3.0 0.1 11.2 0.9 0.2 0.4 2.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 5.2 3.0 3.9 8.6 1.6 4.7 5.8 2.0 1.9 4.9 2.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 44.6 23.4 6.3 36.7 28.2 20.0 47.3 31.3 15.4 27.8 37.1 33.0 LOS D C A D C C D C B C D C Approach Vol, veh/h 1171 1226 826 463 Approach Delay, s/veh 21.0 28.7 36.6 33.9 Approach LOS C C D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 35.9 18.1 20.2 10.9 37.0 12.0 26.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 32.0 13.0 25.0 7.0 31.0 6.0 32.0 Max Q Clear Time (g_c+I1), s 8.0 23.0 12.0 13.3 2.0 14.9 6.7 15.6 Green Ext Time s 0.0 3.9 0.1 0.9 0.1 4.4 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 28.7 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Background Mitigations PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 782 58 108 1282 293 113 116 158 333 82 99 v/c Ratio 0.35 0.53 0.08 0.31 0.83 0.38 0.36 0.49 0.47 0.74 0.20 0.23 Control Delay 13.9 18.4 0.2 11.1 25.1 9.0 24.6 39.9 10.8 46.0 29.6 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.9 18.4 0.2 11.1 25.1 9.0 24.6 39.9 10.8 46.0 29.6 4.7 Queue Length 50th (ft) 15 148 0 23 287 42 42 56 0 86 36 0 Queue Length 95th (ft) 36 221 0 51 #427 106 80 106 51 #160 74 25 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 200 200 Base Capacity (vph) 201 1588 [PHONE REDACTED] 831 313 441 486 454 550 542 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.49 0.07 0.31 0.77 0.35 0.36 0.26 0.33 0.73 0.15 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Mitigations PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 743 55 103 1218 278 107 110 150 316 78 94 Future Volume (vph) 67 743 55 103 1218 278 107 110 150 316 78 94 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 3386 1530 1710 3386 1530 1710 1765 1471 3285 1800 1485 Flt Permitted 0.12 1.00 1.00 0.25 1.00 1.00 0.70 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 211 3386 1530 453 3386 1530 1267 1765 1471 3285 1800 1485 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 71 782 58 108 1282 293 113 116 158 333 82 99 RTOR Reduction (vph) 0 0 33 0 0 83 0 0 135 0 0 77 Lane Group Flow (vph) 71 782 25 108 1282 210 113 116 23 333 82 22 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 2% 4% 1% 0% 3% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G 37.9 34.1 34.1 40.7 35.5 35.5 16.4 11.7 11.7 10.6 17.6 17.6 Effective Green, g 37.9 34.1 34.1 40.7 35.5 35.5 16.4 11.7 11.7 10.6 17.6 17.6 Actuated g/C Ratio 0.48 0.43 0.43 0.51 0.45 0.45 0.21 0.15 0.15 0.13 0.22 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 172 1450 [PHONE REDACTED] 682 287 259 216 437 397 328 v/s Ratio Prot 0.02 0.23 c0.02 c0.38 0.02 c0.07 c0.10 0.05 v/s Ratio Perm 0.18 0.02 0.15 0.14 0.06 0.02 0.01 v/c Ratio 0.41 0.54 0.04 0.35 0.85 0.31 0.39 0.45 0.11 0.76 0.21 0.07 Uniform Delay, d1 14.5 16.9 13.2 11.0 19.7 14.2 26.9 31.0 29.4 33.3 25.3 24.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.4 0.0 0.7 4.7 0.3 0.9 1.2 0.2 7.7 0.3 0.1 Delay 16.1 17.3 13.2 11.6 24.3 14.4 27.8 32.2 29.6 41.0 25.6 24.6 Level of Service B B B B C B C C C D C C Approach Delay 16.9 21.8 29.9 35.4 Approach LOS B C C D Intersection Summary HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length 79.6 Sum of lost time 18.0 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Mitigations PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 743 55 103 1218 278 107 110 150 316 78 94 Future Volume (veh/h) 67 743 55 103 1218 278 107 110 150 316 78 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1772 1744 1786 1800 1758 Adj Flow Rate, veh/h 71 782 58 108 1282 293 113 116 158 333 82 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 0 0 1 0 0 2 4 1 0 3 Cap, veh/h 219 1495 [PHONE REDACTED] 684 392 247 206 416 343 284 Arrive On Green 0.05 0.44 0.44 0.06 0.45 0.45 0.07 0.14 0.14 0.13 0.19 0.19 Sat Flow, veh/h 1714 3393 1525 1714 3393 1525 1714 1772 1478 3300 1800 1490 Grp Volume(v), veh/h 71 782 58 108 1282 293 113 116 158 333 82 99 Grp Sat Flow(s),veh/h/ln 1714 1697 1525 1714 1697 1525 1714 1772 1478 1650 1800 1490 Q Serve(g_s), s 1.7 12.8 1.7 2.6 25.6 10.0 4.2 4.6 7.9 7.5 3.0 4.4 Cycle Q Clear(g_c), s 1.7 12.8 1.7 2.6 25.6 10.0 4.2 4.6 7.9 7.5 3.0 4.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 1495 [PHONE REDACTED] 684 392 247 206 416 343 284 V/C Ratio(X) 0.32 0.52 0.09 0.29 0.84 0.43 0.29 0.47 0.77 0.80 0.24 0.35 Avail Cap(c_a), veh/h 244 1581 [PHONE REDACTED] 749 406 441 367 453 546 452 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 15.5 15.5 12.4 11.5 18.7 14.4 25.3 30.3 31.7 32.5 26.2 26.8 Incr Delay (d2), s/veh 0.8 0.3 0.1 0.4 3.8 0.4 0.4 1.4 5.9 9.2 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 4.6 0.5 0.9 9.9 3.3 1.7 2.0 3.1 3.4 1.3 1.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 16.4 15.8 12.5 11.9 22.5 14.8 25.7 31.7 37.6 41.7 26.6 27.5 LOS B B B B C B C C D D C C Approach Vol, veh/h 911 1683 387 514 Approach Delay, s/veh 15.7 20.5 32.4 36.6 Approach LOS B C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.1 15.1 9.0 38.2 10.2 19.1 8.4 38.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 6.9 35.6 6.3 23.2 5.0 37.5 Max Q Clear Time (g_c+I1), s 9.5 9.9 4.6 14.8 6.2 6.4 3.7 27.6 Green Ext Time s 0.1 0.8 0.0 5.8 0.0 0.6 0.0 6.7 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 2045 Background Mit RCUT PM 117: SH 44 & Can Ada Road 01/12/2023 2045 Background Mit RCUT PM 1:35 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 88 1059 1163 130 0 267 Future Vol, veh/h 88 1059 1163 130 0 267 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 94 1127 1237 138 0 284 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1375 0 - 0 - 619 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 495 - - - 0 432 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 495 - - - - 432 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 1.1 0 27.9 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 495 - - - 432 HCM Lane V/C Ratio 0.189 - - - 0.658 HCM Control Delay 14 - - - 27.9 HCM Lane LOS B - - - D HCM 95th %tile Q(veh) 0.7 - - - 4.6 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Mit RCUT PM 119: SH 44 & Plummer Road 01/12/2023 2045 Background Mit RCUT PM 1:35 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 67 1059 [PHONE REDACTED] 388 0 0 367 0 0 487 Future Vol, veh/h 67 1059 [PHONE REDACTED] 388 0 0 367 0 0 487 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 70 1103 [PHONE REDACTED] 404 0 0 382 0 0 507 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1784 0 0 1242 0 0 - - 552 - - 690 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 344 - - 556 - - 0 0 477 0 0 ~ 388 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 344 - - 556 - - - - 477 - - ~ 388 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 1 0.7 36.6 184.7 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 477 344 - - 556 - - 388 HCM Lane V/C Ratio 0.801 0.203 - - 0.193 - - 1.307 HCM Control Delay 36.6 18.1 - - 13 - - 184.7 HCM Lane LOS E C - - B - - F HCM 95th %tile Q(veh) 7.4 0.7 - - 0.7 - - 23.1 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- MOVEMENT SUMMARY Site: 109 [Beacon Light Road / Pollard Road AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 9 0.0 10 0.0 0.296 8.3 LOS A 1.3 33.5 0.64 0.64 0.64 33.4 8 T1 48 0.0 53 0.0 0.296 8.3 LOS A 1.3 33.5 0.64 0.64 0.64 33.3 18 R2 140 3.1 156 3.1 0.296 8.4 LOS A 1.3 33.5 0.64 0.64 0.64 32.3 Approach 197 2.2 219 2.2 0.296 8.4 LOS A 1.3 33.5 0.64 0.64 0.64 32.6 East: RoadName 1 L2 40 6.7 44 6.7 0.110 3.8 LOS A 0.4 11.5 0.17 0.07 0.17 34.8 6 T1 134 8.0 149 8.0 0.110 3.8 LOS A 0.5 11.7 0.17 0.07 0.17 35.2 16 R2 78 0.0 87 0.0 0.110 3.6 LOS A 0.5 11.7 0.18 0.07 0.18 34.8 Approach 252 5.3 280 5.3 0.110 3.7 LOS A 0.5 11.7 0.17 0.07 0.17 35.0 North: RoadName 7 L2 113 0.0 126 0.0 0.179 4.9 LOS A 0.8 21.2 0.39 0.26 0.39 33.6 4 T1 39 0.0 43 0.0 0.179 4.9 LOS A 0.8 21.2 0.39 0.26 0.39 33.5 14 R2 26 0.0 29 0.0 0.179 4.9 LOS A 0.8 21.2 0.39 0.26 0.39 32.6 Approach 178 0.0 198 0.0 0.179 4.9 LOS A 0.8 21.2 0.39 0.26 0.39 33.4 West: RoadName 5 L2 3 0.0 3 0.0 0.202 4.9 LOS A 0.9 22.5 0.36 0.24 0.36 35.4 2 T1 402 3.3 447 3.3 0.202 5.0 LOS A 0.9 22.5 0.36 0.24 0.36 35.2 12 R2 5 0.0 6 0.0 0.202 4.9 LOS A 0.9 22.5 0.36 0.24 0.36 34.2 Approach 410 3.2 456 3.2 0.202 5.0 LOS A 0.9 22.5 0.36 0.24 0.36 35.2 All Vehicles 1037 3.0 1152 3.0 0.296 5.3 LOS A 1.3 33.5 0.37 0.28 0.37 34.3 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 1:16:47 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 109 [Beacon Light Road / Pollard Road PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 310 0.0 344 0.0 0.739 16.4 LOS C 13.8 344.2 0.86 1.02 1.48 29.1 8 T1 218 0.0 242 0.0 0.739 16.4 LOS C 13.8 344.2 0.86 1.02 1.48 29.0 18 R2 157 0.0 174 0.0 0.739 16.4 LOS C 13.8 344.2 0.86 1.02 1.48 28.3 Approach 685 0.0 761 0.0 0.739 16.4 LOS C 13.8 344.2 0.86 1.02 1.48 28.9 East: RoadName 1 L2 164 0.0 182 0.0 0.586 13.3 LOS B 4.9 121.9 0.75 0.92 1.22 30.5 6 T1 579 0.9 643 0.9 0.586 13.3 LOS B 4.9 121.9 0.75 0.92 1.22 30.8 16 R2 126 0.0 140 0.0 0.586 13.3 LOS B 4.8 121.9 0.75 0.92 1.22 30.3 Approach 869 0.6 966 0.6 0.586 13.3 LOS B 4.9 121.9 0.75 0.92 1.22 30.7 North: RoadName 7 L2 61 0.0 68 0.0 0.270 13.2 LOS B 1.0 26.2 0.76 0.78 0.81 30.1 4 T1 31 0.0 34 0.0 0.270 13.2 LOS B 1.0 26.2 0.76 0.78 0.81 30.0 14 R2 9 0.0 10 0.0 0.270 13.2 LOS B 1.0 26.2 0.76 0.78 0.81 29.2 Approach 101 0.0 112 0.0 0.270 13.2 LOS B 1.0 26.2 0.76 0.78 0.81 30.0 West: RoadName 5 L2 5 0.0 6 0.0 0.104 4.2 LOS A 0.4 10.5 0.38 0.27 0.38 35.7 2 T1 190 1.4 211 1.4 0.104 4.2 LOS A 0.4 10.5 0.38 0.27 0.38 35.6 12 R2 8 0.0 9 0.0 0.104 4.2 LOS A 0.4 10.5 0.38 0.27 0.38 34.6 Approach 203 1.3 226 1.3 0.104 4.2 LOS A 0.4 10.5 0.38 0.27 0.38 35.6 All Vehicles 1858 0.4 2064 0.4 0.739 13.4 LOS B 13.8 344.2 0.75 0.88 1.20 30.4 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 1:10:24 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 111 [Beacon Light Road / Palmer Lane AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 27 0.0 30 0.0 0.170 10.4 LOS B 0.6 15.6 0.70 0.70 0.70 31.2 18 R2 38 14.3 42 14.3 0.170 11.5 LOS B 0.6 15.6 0.70 0.70 0.70 30.0 Approach 65 8.4 72 8.4 0.170 11.0 LOS B 0.6 15.6 0.70 0.70 0.70 30.5 East: RoadName 1 L2 24 0.0 27 0.0 0.198 4.2 LOS A 0.9 23.5 0.12 0.04 0.12 35.5 6 T1 468 0.0 520 0.0 0.198 4.2 LOS A 0.9 23.5 0.12 0.04 0.12 35.6 Approach 492 0.0 547 0.0 0.198 4.2 LOS A 0.9 23.5 0.12 0.04 0.12 35.6 West: RoadName 2 T1 960 0.8 1067 0.8 0.396 6.3 LOS A 2.4 61.5 0.15 0.05 0.15 34.6 12 R2 19 0.0 21 0.0 0.396 6.3 LOS A 2.4 61.5 0.15 0.05 0.15 33.6 Approach 979 0.8 1088 0.8 0.396 6.3 LOS A 2.4 61.5 0.15 0.05 0.15 34.6 All Vehicles 1536 0.9 1707 0.9 0.396 5.8 LOS A 2.4 61.5 0.16 0.07 0.16 34.7 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 1:57:13 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 111 [Beacon Light Road / Palmer Lane PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 115 4.8 121 4.8 0.170 6.0 LOS A 0.7 18.5 0.53 0.45 0.53 32.4 18 R2 22 0.0 23 0.0 0.170 5.8 LOS A 0.7 18.5 0.53 0.45 0.53 31.6 Approach 137 4.0 144 4.0 0.170 6.0 LOS A 0.7 18.5 0.53 0.45 0.53 32.3 East: RoadName 1 L2 5 0.0 5 0.0 0.531 8.7 LOS A 3.8 95.1 0.43 0.26 0.43 33.5 6 T1 1263 0.6 1329 0.6 0.531 8.7 LOS A 3.8 95.1 0.43 0.26 0.43 33.4 Approach 1268 0.6 1335 0.6 0.531 8.7 LOS A 3.8 95.1 0.43 0.26 0.43 33.4 West: RoadName 2 T1 416 0.6 438 0.6 0.163 3.9 LOS A 0.7 18.7 0.04 0.01 0.04 35.9 12 R2 19 0.0 20 0.0 0.163 3.9 LOS A 0.7 18.7 0.04 0.01 0.04 34.8 Approach 435 0.6 458 0.6 0.163 3.9 LOS A 0.7 18.7 0.04 0.01 0.04 35.9 All Vehicles 1840 0.8 1937 0.8 0.531 7.4 LOS A 3.8 95.1 0.34 0.21 0.34 33.8 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 1:57:10 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 113 [Floating Feather Road / Star Road AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 101 3.1 112 3.1 0.247 5.7 LOS A 1.2 31.0 0.41 0.28 0.41 33.7 18 R2 140 2.2 156 2.2 0.247 5.6 LOS A 1.2 31.0 0.41 0.28 0.41 32.7 Approach 241 2.6 268 2.6 0.247 5.6 LOS A 1.2 31.0 0.41 0.28 0.41 33.1 East: RoadName 1 L2 302 4.4 336 4.4 0.354 6.5 LOS A 2.0 52.0 0.34 0.19 0.34 32.3 6 T1 75 0.0 83 0.0 0.354 6.4 LOS A 2.0 52.0 0.34 0.19 0.34 32.4 Approach 377 3.5 419 3.5 0.354 6.5 LOS A 2.0 52.0 0.34 0.19 0.34 32.3 West: RoadName 2 T1 185 2.9 206 2.9 0.478 9.7 LOS A 3.1 79.7 0.63 0.59 0.71 32.8 12 R2 222 1.2 247 1.2 0.478 9.6 LOS A 3.1 79.7 0.63 0.59 0.71 31.9 Approach 407 2.0 452 2.0 0.478 9.6 LOS A 3.1 79.7 0.63 0.59 0.71 32.3 All Vehicles 1025 2.7 1139 2.7 0.478 7.5 LOS A 3.1 79.7 0.47 0.37 0.50 32.5 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 2:17:17 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 113 [Floating Feather Road / Star Road PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 139 0.0 153 0.0 0.283 5.6 LOS A 1.5 38.7 0.34 0.20 0.34 33.7 18 R2 172 0.0 189 0.0 0.283 5.6 LOS A 1.5 38.7 0.34 0.20 0.34 32.7 Approach 311 0.0 342 0.0 0.283 5.6 LOS A 1.5 38.7 0.34 0.20 0.34 33.1 East: RoadName 1 L2 584 1.8 642 1.8 0.760 15.9 LOS C 13.5 340.5 0.77 0.63 0.96 28.8 6 T1 222 0.0 244 0.0 0.760 15.9 LOS C 13.5 340.5 0.77 0.63 0.96 28.7 Approach 806 1.3 886 1.3 0.760 15.9 LOS C 13.5 340.5 0.77 0.63 0.96 28.8 West: RoadName 2 T1 120 0.0 132 0.0 0.472 11.9 LOS B 3.0 74.4 0.73 0.83 1.02 31.7 12 R2 182 1.5 200 1.5 0.472 12.0 LOS B 3.0 74.4 0.73 0.83 1.02 30.9 Approach 302 0.9 332 0.9 0.472 12.0 LOS B 3.0 74.4 0.73 0.83 1.02 31.2 All Vehicles 1419 0.9 1559 0.9 0.760 12.8 LOS B 13.5 340.5 0.67 0.58 0.84 30.1 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 2:17:21 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 114 [Floating Feather Road / Plummer Road AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 91 2.9 98 2.9 0.152 4.7 LOS A 0.7 17.4 0.38 0.25 0.38 33.7 18 R2 62 0.0 67 0.0 0.152 4.6 LOS A 0.7 17.4 0.38 0.25 0.38 32.8 Approach 153 1.7 165 1.7 0.152 4.7 LOS A 0.7 17.4 0.38 0.25 0.38 33.3 East: RoadName 1 L2 40 6.7 43 6.7 0.120 4.1 LOS A 0.5 13.7 0.25 0.12 0.25 34.7 6 T1 91 5.9 98 5.9 0.120 4.1 LOS A 0.5 13.7 0.25 0.12 0.25 34.8 Approach 131 6.1 141 6.1 0.120 4.1 LOS A 0.5 13.7 0.25 0.12 0.25 34.8 West: RoadName 2 T1 198 2.7 213 2.7 0.431 7.0 LOS A 3.0 75.5 0.24 0.10 0.24 34.1 12 R2 324 0.0 348 0.0 0.431 7.0 LOS A 3.0 75.5 0.24 0.10 0.24 33.2 Approach 522 1.0 561 1.0 0.431 7.0 LOS A 3.0 75.5 0.24 0.10 0.24 33.5 All Vehicles 806 2.0 867 2.0 0.431 6.1 LOS A 3.0 75.5 0.27 0.13 0.27 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 2:19:24 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 114 [Floating Feather Road / Plummer Road PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 361 0.0 401 0.0 0.416 7.5 LOS A 2.6 64.8 0.47 0.32 0.47 31.9 18 R2 67 0.0 74 0.0 0.416 7.5 LOS A 2.6 64.8 0.47 0.32 0.47 31.0 Approach 428 0.0 476 0.0 0.416 7.5 LOS A 2.6 64.8 0.47 0.32 0.47 31.7 East: RoadName 1 L2 91 0.0 101 0.0 0.581 12.1 LOS B 5.6 139.7 0.74 0.83 1.08 31.4 6 T1 388 0.0 431 0.0 0.581 12.1 LOS B 5.6 139.7 0.74 0.83 1.08 31.3 Approach 479 0.0 532 0.0 0.581 12.1 LOS B 5.6 139.7 0.74 0.83 1.08 31.4 West: RoadName 2 T1 166 0.0 184 0.0 0.368 6.4 LOS A 2.3 56.9 0.33 0.18 0.33 34.5 12 R2 246 0.0 273 0.0 0.368 6.4 LOS A 2.3 56.9 0.33 0.18 0.33 33.5 Approach 412 0.0 458 0.0 0.368 6.4 LOS A 2.3 56.9 0.33 0.18 0.33 33.9 All Vehicles 1319 0.0 1466 0.0 0.581 8.8 LOS A 5.6 139.7 0.52 0.46 0.65 32.2 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 2:20:39 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End NB SB EB WB (503) 228-5230 7:00 AM 8:00 AM 424 1057 76 0 2nd Highest Hour 424 1057 60 0 3rd Highest Hour 383 955 57 0 Project 4th Highest Hour 368 917 50 0 Project Name: 5th Highest Hour 327 815 47 0 Analyst: 6th Highest Hour 317 790 43 0 Date: 7th Highest Hour 301 751 43 0 File: 8th Highest Hour 291 726 40 0 9th Highest Hour 276 688 40 0 Intersection: 10th Highest Hour 271 675 39 0 Scenario: 11th Highest Hour 261 649 35 0 12th Highest Hour 255 637 33 0 13th Highest Hour 245 611 27 0 14th Highest Hour 220 548 26 0 15th Highest Hour 174 433 25 0 Warrant Name Analyzed? Met? 16th Highest Hour 153 382 24 0 #1 Eight-Hour Vehicular Volume Yes No 17th Highest Hour 117 293 14 0 #2 Four-Hour Vehicular volume Yes No 18th Highest Hour 97 242 14 0 #3 Peak Hour Yes Yes 19th Highest Hour 82 204 6 0 #4 Pedestrian Volume No - 20th Highest Hour 46 115 4 0 #5 School Crossing No - 21st Highest Hour 31 76 3 0 #6 Coordinated Signal System No - 22nd Highest Hour 26 64 1 0 #7 Crash Experience No - 23rd Highest Hour 15 38 1 0 #8 Roadway Network No - 24th Highest Hour 15 38 1 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Major East-West Approach = Minor Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 0 No Speed > 40 mph? Yes B 750 75 1 No Population < 10,000? No A 400 120 0 No Warrant Factor 70% B 600 60 2 No Peak Hour or Daily Count? Peak Hour A 350 105 0 No B 525 53 3 No Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 0 No Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 7 No Minor Street: 4th-Highest Hour / Peak Hour 66% Minor Street: 8th-Highest Hour / Peak Hour 52% Signal Warrant Met? 100% No 80% No 70% No 2045 Background Conditions Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 1/13/2023 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 104 - 2045 Background.xls]Data Input 4 - Deep Canyon Drive / SH 16 56% No Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 204 869 685 100 2nd Highest Hour 202 859 611 89 3rd Highest Hour 183 781 530 77 Project 4th Highest Hour 165 703 523 76 Project Name: 5th Highest Hour 138 586 464 68 Analyst: 6th Highest Hour 135 576 457 67 Date: 7th Highest Hour 128 547 442 65 File: 8th Highest Hour 115 488 405 59 9th Highest Hour 112 478 383 56 Intersection: 10th Highest Hour 110 469 368 54 Scenario: 11th Highest Hour 105 449 361 53 12th Highest Hour 103 439 361 53 13th Highest Hour 101 430 354 52 14th Highest Hour 101 430 295 43 15th Highest Hour 83 352 287 42 Warrant Name Analyzed? Met? 16th Highest Hour 71 303 206 30 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 60 254 206 30 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 46 195 140 20 #3 Peak Hour Yes Yes 19th Highest Hour 41 176 88 13 #4 Pedestrian Volume No - 20th Highest Hour 28 117 74 11 #5 School Crossing No - 21st Highest Hour 14 59 37 5 #6 Coordinated Signal System No - 22nd Highest Hour 11 49 29 4 #7 Crash Experience No - 23rd Highest Hour 7 29 29 4 #8 Roadway Network No - 24th Highest Hour 7 29 22 3 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 14 Yes Speed > 40 mph? Yes B 750 75 4 No Population < 10,000? No A 400 120 15 Yes Warrant Factor 70% B 600 60 8 Yes Peak Hour or Daily Count? Peak Hour A 350 105 16 Yes B 525 53 14 Yes Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 17 Yes Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 15 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 25407 Willow Brook Golf Community CHF 10/17/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 109 - 2045 Background.xls]Warrant Summary(70%) 9 - Beacon Light Rd & Pollard Rd 2045 Background Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? Signal Warrant Met? 100% Yes 80% Yes 70% Yes 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 434 1268 137 0 2nd Highest Hour 429 1254 122 0 3rd Highest Hour 390 1140 106 0 Project 4th Highest Hour 351 1026 105 0 Project Name: 5th Highest Hour 293 855 93 0 Analyst: 6th Highest Hour 288 841 91 0 Date: 7th Highest Hour 273 798 88 0 File: 8th Highest Hour 244 712 81 0 9th Highest Hour 239 698 77 0 Intersection: 10th Highest Hour 234 684 74 0 Scenario: 11th Highest Hour 224 655 72 0 12th Highest Hour 219 641 72 0 13th Highest Hour 215 627 71 0 14th Highest Hour 215 627 59 0 15th Highest Hour 176 513 57 0 Warrant Name Analyzed? Met? 16th Highest Hour 151 442 41 0 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 127 370 41 0 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 98 285 28 0 #3 Peak Hour Yes Yes 19th Highest Hour 88 256 18 0 #4 Pedestrian Volume No - 20th Highest Hour 59 171 15 0 #5 School Crossing No - 21st Highest Hour 29 85 7 0 #6 Coordinated Signal System No - 22nd Highest Hour 24 71 6 0 #7 Crash Experience No - 23rd Highest Hour 15 43 6 0 #8 Roadway Network No - 24th Highest Hour 15 43 4 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 0 No Speed > 40 mph? Yes B 750 75 9 Yes Population < 10,000? No A 400 120 2 No Warrant Factor 70% B 600 60 13 Yes Peak Hour or Daily Count? Peak Hour A 350 105 4 No B 525 53 15 Yes Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 7 No Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 17 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 111 - 2045 Background.xls]Data Input 11 - Beacon Light Rd & Palmer Ln 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 302 806 311 0 2nd Highest Hour 299 797 278 0 3rd Highest Hour 271 724 241 0 Project 4th Highest Hour 244 652 237 0 Project Name: 5th Highest Hour 204 543 211 0 Analyst: 6th Highest Hour 200 534 207 0 Date: 7th Highest Hour 190 507 201 0 File: 8th Highest Hour 170 453 184 0 9th Highest Hour 166 444 174 0 Intersection: 10th Highest Hour 163 435 167 0 Scenario: 11th Highest Hour 156 417 164 0 12th Highest Hour 153 408 164 0 13th Highest Hour 149 398 161 0 14th Highest Hour 149 398 134 0 15th Highest Hour 122 326 130 0 Warrant Name Analyzed? Met? 16th Highest Hour 105 281 94 0 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 88 235 94 0 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 68 181 64 0 #3 Peak Hour Yes Yes 19th Highest Hour 61 163 40 0 #4 Pedestrian Volume No - 20th Highest Hour 41 109 33 0 #5 School Crossing No - 21st Highest Hour 20 54 17 0 #6 Coordinated Signal System No - 22nd Highest Hour 17 45 13 0 #7 Crash Experience No - 23rd Highest Hour 10 27 13 0 #8 Roadway Network No - 24th Highest Hour 10 27 10 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 13 Yes Speed > 40 mph? Yes B 750 75 4 No Population < 10,000? No A 400 120 15 Yes Warrant Factor 70% B 600 60 9 Yes Peak Hour or Daily Count? Peak Hour A 350 105 15 Yes B 525 53 14 Yes Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 17 Yes Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 15 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 113 - 2045 Background.xls]Data Input 13 - Floating Feather Rd & Star Rd 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 412 479 428 0 2nd Highest Hour 407 474 382 0 3rd Highest Hour 370 431 331 0 Project 4th Highest Hour 333 388 327 0 Project Name: 5th Highest Hour 278 323 290 0 Analyst: 6th Highest Hour 273 318 285 0 Date: 7th Highest Hour 259 301 276 0 File: 8th Highest Hour 231 269 253 0 9th Highest Hour 227 264 239 0 Intersection: 10th Highest Hour 222 258 230 0 Scenario: 11th Highest Hour 213 248 226 0 12th Highest Hour 208 242 226 0 13th Highest Hour 204 237 221 0 14th Highest Hour 204 237 184 0 15th Highest Hour 167 194 179 0 Warrant Name Analyzed? Met? 16th Highest Hour 144 167 129 0 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 120 140 129 0 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 93 108 87 0 #3 Peak Hour Yes Yes 19th Highest Hour 83 97 55 0 #4 Pedestrian Volume No - 20th Highest Hour 56 65 46 0 #5 School Crossing No - 21st Highest Hour 28 32 23 0 #6 Coordinated Signal System No - 22nd Highest Hour 23 27 18 0 #7 Crash Experience No - 23rd Highest Hour 14 16 18 0 #8 Roadway Network No - 24th Highest Hour 14 16 14 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 8 Yes Speed > 40 mph? Yes B 750 75 3 No Population < 10,000? No A 400 120 14 Yes Warrant Factor 70% B 600 60 5 No Peak Hour or Daily Count? Peak Hour A 350 105 15 Yes B 525 53 7 No Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 16 Yes Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 14 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 114 - 2045 Background.xls]Data Input 14 - Floating Feather Rd & Plummer Ln 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 0 289 327 353 2nd Highest Hour 0 286 292 315 3rd Highest Hour 0 260 253 273 Project 4th Highest Hour 0 234 250 269 Project Name: 5th Highest Hour 0 195 222 239 Analyst: 6th Highest Hour 0 192 218 235 Date: 7th Highest Hour 0 182 211 228 File: 8th Highest Hour 0 162 193 209 9th Highest Hour 0 159 183 197 Intersection: 10th Highest Hour 0 156 176 190 Scenario: 11th Highest Hour 0 149 172 186 12th Highest Hour 0 146 172 186 13th Highest Hour 0 143 169 182 14th Highest Hour 0 143 141 152 15th Highest Hour 0 117 137 148 Warrant Name Analyzed? Met? 16th Highest Hour 0 101 98 106 #1 Eight-Hour Vehicular Volume Yes No 17th Highest Hour 0 84 98 106 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 0 65 67 72 #3 Peak Hour Yes Yes 19th Highest Hour 0 58 42 46 #4 Pedestrian Volume No - 20th Highest Hour 0 39 35 38 #5 School Crossing No - 21st Highest Hour 0 19 18 19 #6 Coordinated Signal System No - 22nd Highest Hour 0 16 14 15 #7 Crash Experience No - 23rd Highest Hour 0 10 14 15 #8 Roadway Network No - 24th Highest Hour 0 10 11 11 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 0 No Speed > 40 mph? Yes B 750 75 0 No Population < 10,000? No A 400 120 0 No Warrant Factor 70% B 600 60 0 No Peak Hour or Daily Count? Peak Hour A 350 105 0 No B 525 53 0 No Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 2 No Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 0 No Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% No 80% No 70% No 2045 Background Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 115 - 2045 Background.xls]Data Input 15 - Floating Feather Rd & Pollard Rd 56% No Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 952 1293 0 267 2nd Highest Hour 952 1293 0 264 3rd Highest Hour 860 1168 0 240 Project 4th Highest Hour 826 1122 0 216 Project Name: 5th Highest Hour 734 997 0 180 Analyst: 6th Highest Hour 711 966 0 177 Date: 7th Highest Hour 677 919 0 168 File: 8th Highest Hour 654 888 0 150 9th Highest Hour 619 841 0 147 Intersection: 10th Highest Hour 608 826 0 144 Scenario: 11th Highest Hour 585 794 0 138 12th Highest Hour 573 779 0 135 13th Highest Hour 551 748 0 132 14th Highest Hour 493 670 0 132 15th Highest Hour 390 530 0 108 Warrant Name Analyzed? Met? 16th Highest Hour 344 467 0 93 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 264 358 0 78 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 218 296 0 60 #3 Peak Hour Yes Yes 19th Highest Hour 184 249 0 54 #4 Pedestrian Volume No - 20th Highest Hour 103 140 0 36 #5 School Crossing No - 21st Highest Hour 69 93 0 18 #6 Coordinated Signal System No - 22nd Highest Hour 57 78 0 15 #7 Crash Experience No - 23rd Highest Hour 34 47 0 9 #8 Roadway Network No - 24th Highest Hour 34 47 0 9 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 8 Yes Speed > 40 mph? Yes B 750 75 16 Yes Population < 10,000? No A 400 120 14 Yes Warrant Factor 70% B 600 60 17 Yes Peak Hour or Daily Count? Peak Hour A 350 105 15 Yes B 525 53 17 Yes Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 16 Yes Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 19 Yes Minor Street: 4th-Highest Hour / Peak Hour 81% Minor Street: 8th-Highest Hour / Peak Hour 56% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background Conditions Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 117 - 2045 Background.xls]Data Input 17 - SH 44 / Can Ada Road 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 865 1599 367 487 2nd Highest Hour 865 1599 328 435 3rd Highest Hour 782 1445 284 377 Project 4th Highest Hour 750 1387 280 372 Project Name: 5th Highest Hour 667 1233 249 330 Analyst: 6th Highest Hour 646 1194 245 325 Date: 7th Highest Hour 615 1137 237 314 File: 8th Highest Hour 594 1098 217 288 9th Highest Hour 563 1040 205 272 Intersection: 10th Highest Hour 552 1021 197 262 Scenario: 11th Highest Hour 532 983 193 257 12th Highest Hour 521 963 193 257 13th Highest Hour 500 925 189 251 14th Highest Hour 448 828 158 209 15th Highest Hour 354 655 154 204 Warrant Name Analyzed? Met? 16th Highest Hour 313 578 110 147 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 240 443 110 147 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 198 366 75 99 #3 Peak Hour Yes Yes 19th Highest Hour 167 308 47 63 #4 Pedestrian Volume No - 20th Highest Hour 94 173 39 52 #5 School Crossing No - 21st Highest Hour 63 116 20 26 #6 Coordinated Signal System No - 22nd Highest Hour 52 96 16 21 #7 Crash Experience No - 23rd Highest Hour 31 58 16 21 #8 Roadway Network No - 24th Highest Hour 31 58 12 16 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 15 Yes Speed > 40 mph? Yes B 750 75 16 Yes Population < 10,000? No A 400 120 17 Yes Warrant Factor 70% B 600 60 17 Yes Peak Hour or Daily Count? Peak Hour A 350 105 17 Yes B 525 53 18 Yes Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 18 Yes Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 19 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 119 - 2045 Background.xls]Data Input 19 - SH 44 & Plummer Ln 2045 Background Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? Signal Warrant Met? 100% Yes 80% Yes 70% Yes 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- Appendix N Year 2045 Background (with Select Roadway Improvements) Traffic Operation Worksheets ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 8.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 203 80 10 7 1 Future Vol, veh/h 7 203 80 10 7 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 4 0 89 0 Mvmt Flow 8 226 89 11 8 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 198 9 9 0 - 0 Stage 1 9 - - - - - Stage 2 189 - - - - - Critical Hdwy 6.4 6.2 4.14 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.236 - - - Pot Cap-1 Maneuver 795 1079 1598 - - - Stage 1 1019 - - - - - Stage 2 848 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 750 1079 1598 - - - Mov Cap-2 Maneuver 750 - - - - - Stage 1 962 - - - - - Stage 2 848 - - - - - Approach EB NB SB HCM Control Delay, s 9.3 6.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1598 - 1063 - - HCM Lane V/C Ratio 0.056 - 0.22 - - HCM Control Delay 7.4 0 9.3 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.2 - 0.8 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 102: Deep Canyon Drive/Deep Canyon Road & Aerie Way 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 15 23 40 1 1 7 Future Vol, veh/h 15 23 40 1 1 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 17 26 44 1 1 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 45 0 - 0 105 45 Stage 1 - - - - 45 - Stage 2 - - - - 60 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1576 - - - 898 1031 Stage 1 - - - - 983 - Stage 2 - - - - 968 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1576 - - - 888 1031 Mov Cap-2 Maneuver - - - - 888 - Stage 1 - - - - 972 - Stage 2 - - - - 968 - Approach EB WB SB HCM Control Delay, s 2.9 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1576 - - - 1011 HCM Lane V/C Ratio 0.011 - - - 0.009 HCM Control Delay 7.3 0 - - 8.6 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1031 [Aerie Way / SH 16 BG AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Background (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 1 4.0 1 4.0 0.073 3.2 LOS A 0.3 7.1 0.03 0.00 0.03 34.2 8 T1 All MCs 1 0.0 1 0.0 0.073 2.9 LOS A 0.3 7.1 0.03 0.00 0.03 35.0 18 R2 All MCs 101 0.0 101 0.0 0.073 2.9 LOS A 0.3 7.1 0.03 0.00 0.03 34.7 Approach 103 0.0 103 0.0 0.073 2.9 LOS A 0.3 7.1 0.03 0.00 0.03 34.7 East: RoadName 1 L2 All MCs 553 0.0 553 0.0 0.203 3.7 LOS A 0.9 23.6 0.03 0.00 0.03 31.5 6 T1 All MCs 7 0.0 7 0.0 0.203 3.6 LOS A 0.9 22.9 0.03 0.00 0.03 32.1 16 R2 All MCs 1 0.0 1 0.0 0.203 3.6 LOS A 0.9 22.9 0.03 0.00 0.03 31.8 Approach 561 0.0 561 0.0 0.203 3.7 LOS A 0.9 23.6 0.03 0.00 0.03 31.5 North: RoadName 7 L2 All MCs 1 0.0 1 0.0 0.004 4.1 LOS A 0.0 0.3 0.46 0.29 0.46 32.9 4 T1 All MCs 1 0.0 1 0.0 0.004 4.1 LOS A 0.0 0.3 0.46 0.29 0.46 33.5 14 R2 All MCs 1 0.0 1 0.0 0.004 4.1 LOS A 0.0 0.3 0.46 0.29 0.46 33.3 Approach 3 0.0 3 0.0 0.004 4.1 LOS A 0.0 0.3 0.46 0.29 0.46 33.2 West: RoadName 5 L2 All MCs 1 0.0 1 0.0 0.023 4.3 LOS A 0.1 2.0 0.47 0.35 0.47 33.5 2 T1 All MCs 2 0.0 2 0.0 0.023 4.3 LOS A 0.1 2.0 0.47 0.35 0.47 34.2 12 R2 All MCs 17 0.0 17 0.0 0.023 4.3 LOS A 0.1 2.0 0.47 0.35 0.47 33.9 Approach 20 0.0 20 0.0 0.023 4.3 LOS A 0.1 2.0 0.47 0.35 0.47 33.9 All Vehicles 688 0.0 688 0.0 0.203 3.6 LOS A 0.9 23.6 0.05 0.02 0.05 32.0 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Thursday, January 12, 2023 11:14:52 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\103.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1032 [Aerie Way / SH 16 BG AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Background (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 7 4.0 7 4.0 0.005 2.9 LOS A 0.0 0.5 0.20 0.07 0.20 31.7 18 R2 All MCs 657 0.0 657 0.0 0.392 0.1 LOS A 0.0 0.0 0.00 0.00 0.00 36.6 Approach 663 0.0 663 0.0 0.392 0.2 LOS A 0.0 0.5 0.00 0.00 0.00 36.5 East: RoadName 1 L2 All MCs 62 0.0 62 0.0 0.218 3.8 LOS A 1.1 26.8 0.05 0.01 0.05 33.4 6 T1 All MCs 553 0.0 553 0.0 0.218 3.8 LOS A 1.1 26.8 0.05 0.01 0.05 34.4 Approach 616 0.0 616 0.0 0.218 3.8 LOS A 1.1 26.8 0.05 0.01 0.05 34.3 West: RoadName 2 T1 All MCs 101 0.0 101 0.0 0.080 3.4 LOS A 0.4 9.0 0.18 0.07 0.18 34.9 12 R2 All MCs 2 0.0 2 0.0 0.080 3.4 LOS A 0.4 9.0 0.18 0.07 0.18 34.7 Approach 103 0.0 103 0.0 0.080 3.4 LOS A 0.4 9.0 0.18 0.07 0.18 34.9 All Vehicles 1382 0.0 1382 0.0 0.392 2.0 LOS A 1.1 26.8 0.04 0.01 0.04 35.4 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Thursday, January 12, 2023 11:15:10 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\103.sip9 ---PAGE BREAK--- HCM 6th TWSC 2045 Background (With Improvements) AM Peak Hour 1034: 01/12/2023 BG_AM 11:48 am 10/10/2022 Baseline 11 Report Page 1 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 58 497 597 0 1580 Future Vol, veh/h 0 58 497 597 0 1580 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - 505 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 64 552 663 0 1756 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 276 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 721 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 721 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 10.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBT SBT Capacity (veh/h) - - 721 - HCM Lane V/C Ratio - - 0.089 - HCM Control Delay - - 10.5 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.3 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 44 19 399 1070 1 Future Vol, veh/h 2 44 19 399 1070 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 3 3 100 Mvmt Flow 2 49 21 443 1189 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1675 1190 1190 0 - 0 Stage 1 1190 - - - - - Stage 2 485 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 106 231 594 - - - Stage 1 291 - - - - - Stage 2 623 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 101 231 594 - - - Mov Cap-2 Maneuver 101 - - - - - Stage 1 277 - - - - - Stage 2 623 - - - - - Approach EB NB SB HCM Control Delay, s 26.4 0.5 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 594 - 219 - - HCM Lane V/C Ratio 0.036 - 0.233 - - HCM Control Delay 11.3 0 26.4 - - HCM Lane LOS B A D - - HCM 95th %tile Q(veh) 0.1 - 0.9 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 12 1 97 11 2 207 Future Vol, veh/h 12 1 97 11 2 207 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 13 1 108 12 2 230 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 348 114 0 0 120 0 Stage 1 114 - - - - - Stage 2 234 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 653 944 - - 1480 - Stage 1 916 - - - - - Stage 2 810 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 652 944 - - 1480 - Mov Cap-2 Maneuver 652 - - - - - Stage 1 916 - - - - - Stage 2 808 - - - - - Approach WB NB SB HCM Control Delay, s 10.5 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 668 1480 - HCM Lane V/C Ratio - - 0.022 0.002 - HCM Control Delay - - 10.5 7.4 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 106: Deep Canyon Drive & High Canyon Way 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Intersection Int Delay, s/veh 3.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 28 5 21 29 4 14 Future Vol, veh/h 28 5 21 29 4 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 31 6 23 32 4 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 37 0 112 34 Stage 1 - - - - 34 - Stage 2 - - - - 78 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1587 - 890 1045 Stage 1 - - - - 994 - Stage 2 - - - - 950 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1587 - 877 1045 Mov Cap-2 Maneuver - - - - 877 - Stage 1 - - - - 994 - Stage 2 - - - - 936 - Approach EB WB NB HCM Control Delay, s 0 3.1 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1002 - - 1587 - HCM Lane V/C Ratio 0.02 - - 0.015 - HCM Control Delay 8.7 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - ---PAGE BREAK--- HCM 6th AWSC 2045 Background Conditions (With Improvements) AM Peak Hour 107: Can Ada Road & New Hope Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 6 Intersection Intersection Delay, s/veh 9.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 56 13 50 11 6 7 70 52 105 151 13 Future Vol, veh/h 9 56 13 50 11 6 7 70 52 105 151 13 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 4 0 46 20 0 23 0 0 0 0 0 Mvmt Flow 9 59 14 53 12 6 7 74 55 111 159 14 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.6 9.7 8.9 10.1 HCM LOS A A A B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 5% 12% 75% 39% Vol Thru, % 54% 72% 16% 56% Vol Right, % 40% 17% 9% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 129 78 67 269 LT Vol 7 9 50 105 Through Vol 70 56 11 151 RT Vol 52 13 6 13 Lane Flow Rate 136 82 71 283 Geometry Grp 1 1 1 1 Degree of Util 0.181 0.112 0.115 0.356 Departure Headway (Hd) 4.791 4.907 5.866 4.522 Convergence, Y/N Yes Yes Yes Yes Cap 747 727 609 796 Service Time 2.833 2.96 3.921 2.556 HCM Lane V/C Ratio 0.182 0.113 0.117 0.356 HCM Control Delay 8.9 8.6 9.7 10.1 HCM Lane LOS A A A B HCM 95th-tile Q 0.7 0.4 0.4 1.6 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 108: Wing Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 7 Intersection Int Delay, s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 268 107 46 97 27 Future Vol, veh/h 18 268 107 46 97 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 3 8 0 3 0 Mvmt Flow 20 298 119 51 108 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 170 0 - 0 483 145 Stage 1 - - - - 145 - Stage 2 - - - - 338 - Critical Hdwy 4.1 - - - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.3 Pot Cap-1 Maneuver 1420 - - - 541 908 Stage 1 - - - - 880 - Stage 2 - - - - 720 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1420 - - - 533 908 Mov Cap-2 Maneuver - - - - 533 - Stage 1 - - - - 868 - Stage 2 - - - - 720 - Approach EB WB SB HCM Control Delay, s 0.5 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1420 - - - 908 HCM Lane V/C Ratio 0.014 - - - 0.033 HCM Control Delay 7.6 - - - 9.1 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 8 Intersection Int Delay, s/veh 15.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 416 5 40 140 78 9 48 140 113 39 26 Future Vol, veh/h 3 416 5 40 140 78 9 48 140 113 39 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 100 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 3 0 7 8 0 0 0 3 0 0 0 Mvmt Flow 3 462 6 44 156 87 10 53 156 126 43 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 243 0 0 468 0 0 795 802 465 820 718 156 Stage 1 - - - - - - 471 471 - 244 244 - Stage 2 - - - - - - 324 331 - 576 474 - Critical Hdwy 4.1 - - 4.17 - - 7.1 6.5 6.23 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.263 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 1335 - - 1068 - - 308 320 595 296 357 895 Stage 1 - - - - - - 577 563 - 764 708 - Stage 2 - - - - - - 692 649 - 506 561 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1335 - - 1068 - - 259 304 595 182 339 895 Mov Cap-2 Maneuver - - - - - - 259 304 - 182 339 - Stage 1 - - - - - - 575 561 - 762 674 - Stage 2 - - - - - - 597 618 - 337 559 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.3 19.7 70.5 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 460 1335 - - 1068 - - 233 HCM Lane V/C Ratio 0.476 0.002 - - 0.042 - - 0.849 HCM Control Delay 19.7 7.7 0 - 8.5 0 - 70.5 HCM Lane LOS C A A - A A - F HCM 95th %tile Q(veh) 2.5 0 - - 0.1 - - 6.7 ---PAGE BREAK--- Queues 2045 Background Conditions (With Improvements) AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 277 271 149 96 108 94 378 200 270 959 7 v/c Ratio 0.09 0.97 0.63 1.03 0.34 0.22 0.90 0.43 0.23 0.50 1.01 0.01 Control Delay 43.7 108.3 19.0 133.8 57.1 1.1 94.0 27.3 2.9 15.0 66.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.7 108.3 19.0 133.8 57.1 1.1 94.0 27.3 2.9 15.0 66.4 0.0 Queue Length 50th (ft) 17 273 40 ~131 85 0 42 238 0 107 ~955 0 Queue Length 95th (ft) 43 #461 140 #244 146 0 #162 334 38 153 #1247 0 Internal Link Dist (ft) 2558 3836 5106 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 257 285 433 144 282 483 104 876 852 558 946 902 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.97 0.63 1.03 0.34 0.22 0.90 0.43 0.23 0.48 1.01 0.01 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions (With Improvements) AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 249 244 134 86 97 85 340 180 243 863 6 Future Volume (vph) 21 249 244 134 86 97 85 340 180 243 863 6 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 1485 1710 1800 1530 1693 1731 1530 Flt Permitted 0.69 1.00 1.00 0.21 1.00 1.00 0.05 1.00 1.00 0.40 1.00 1.00 Satd. Flow (perm) 1251 1782 1530 360 1374 1485 99 1800 1530 710 1731 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 23 277 271 149 96 108 94 378 200 270 959 7 RTOR Reduction (vph) 0 0 186 0 0 86 0 0 104 0 0 3 Lane Group Flow (vph) 23 277 85 149 96 22 94 378 96 270 959 4 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 29.8 26.8 26.8 37.8 30.8 30.8 78.0 73.0 73.0 96.0 82.0 82.0 Effective Green, g 29.8 26.8 26.8 37.8 30.8 30.8 78.0 73.0 73.0 96.0 82.0 82.0 Actuated g/C Ratio 0.20 0.18 0.18 0.25 0.20 0.20 0.51 0.48 0.48 0.63 0.54 0.54 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 252 312 268 147 276 299 103 859 730 536 928 821 v/s Ratio Prot 0.00 0.16 0.06 c0.05 0.07 0.01 0.03 0.21 0.06 c0.05 c0.55 0.00 v/s Ratio Perm 0.02 c0.20 0.44 0.27 v/c Ratio 0.09 0.89 0.32 1.01 0.35 0.07 0.91 0.44 0.13 0.50 1.03 0.00 Uniform Delay, d1 50.2 61.5 55.0 56.1 52.4 49.4 34.2 26.4 22.2 14.6 35.4 16.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 24.8 0.7 77.9 0.8 0.1 60.3 0.8 0.2 0.3 38.5 0.0 Delay 50.2 86.3 55.7 134.0 53.1 49.5 94.6 27.1 22.4 14.9 73.9 16.4 Level of Service D F E F D D F C C B E B Approach Delay 70.3 86.2 35.2 60.7 Approach LOS E F D E Intersection Summary HCM 2000 Control Delay 59.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.06 Actuated Cycle Length 152.8 Sum of lost time 32.0 Intersection Capacity Utilization 101.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions (With Improvements) AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 249 244 134 86 97 85 340 180 243 863 6 Future Volume (veh/h) 21 249 244 134 86 97 85 340 180 243 863 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 23 277 271 149 96 108 94 378 200 270 959 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 232 286 244 130 254 277 105 880 746 500 953 834 Arrive On Green 0.02 0.16 0.16 0.05 0.19 0.19 0.03 0.49 0.49 0.09 0.55 0.55 Sat Flow, veh/h 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Grp Volume(v), veh/h 23 277 271 149 96 108 94 378 200 270 959 7 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Q Serve(g_s), s 1.7 23.1 24.0 7.0 9.2 9.5 4.2 20.4 11.6 11.6 82.0 0.3 Cycle Q Clear(g_c), s 1.7 23.1 24.0 7.0 9.2 9.5 4.2 20.4 11.6 11.6 82.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 232 286 244 130 254 277 105 880 746 500 953 834 V/C Ratio(X) 0.10 0.97 1.11 1.14 0.38 0.39 0.89 0.43 0.27 0.54 1.01 0.01 Avail Cap(c_a), veh/h 254 286 244 130 254 277 105 880 746 527 953 834 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 51.1 62.6 63.0 58.6 53.4 53.6 36.0 24.8 22.6 17.3 34.0 15.5 Incr Delay (d2), s/veh 0.1 44.7 90.4 122.2 0.9 0.9 54.3 0.7 0.4 0.4 30.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 14.1 15.5 6.3 3.3 3.7 3.3 9.0 4.3 4.6 41.7 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 51.2 107.3 153.4 180.9 54.4 54.5 90.4 25.5 23.0 17.7 64.6 15.5 LOS D F F F D D F C C B F B Approach Vol, veh/h 571 [PHONE REDACTED] Approach Delay, s/veh 127.0 107.8 33.8 54.1 Approach LOS F F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.1 34.9 14.0 91.0 14.0 31.0 22.7 82.3 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 26.0 5.0 82.0 7.0 24.0 16.0 71.0 Max Q Clear Time (g_c+I1), s 3.7 11.5 6.2 84.0 9.0 26.0 13.6 22.4 Green Ext Time s 0.0 0.7 0.0 0.0 0.0 0.0 0.1 7.4 Intersection Summary HCM 6th Ctrl Delay 70.7 HCM 6th LOS E ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 12 Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 960 19 24 468 27 38 Future Vol, veh/h 960 19 24 468 27 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 0 0 0 0 14 Mvmt Flow 1067 21 27 520 30 42 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1088 0 1652 1078 Stage 1 - - - - 1078 - Stage 2 - - - - 574 - Critical Hdwy - - 4.1 - 6.4 6.34 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.426 Pot Cap-1 Maneuver - - 649 - 110 252 Stage 1 - - - - 330 - Stage 2 - - - - 567 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 649 - 104 252 Mov Cap-2 Maneuver - - - - 104 - Stage 1 - - - - 330 - Stage 2 - - - - 534 - Approach EB WB NB HCM Control Delay, s 0 0.5 45.7 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 158 - - 649 - HCM Lane V/C Ratio 0.457 - - 0.041 - HCM Control Delay 45.7 - - 10.8 0 HCM Lane LOS E - - B A HCM 95th %tile Q(veh) 2.1 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 112: Can Ada Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 13 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 18 2 130 41 35 262 Future Vol, veh/h 18 2 130 41 35 262 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 20 2 144 46 39 291 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 536 167 0 0 190 0 Stage 1 167 - - - - - Stage 2 369 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 509 882 - - 1396 - Stage 1 867 - - - - - Stage 2 704 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 492 882 - - 1396 - Mov Cap-2 Maneuver 492 - - - - - Stage 1 867 - - - - - Stage 2 681 - - - - - Approach WB NB SB HCM Control Delay, s 12.3 0 0.9 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 515 1396 - HCM Lane V/C Ratio - - 0.043 0.028 - HCM Control Delay - - 12.3 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 14 Intersection Int Delay, s/veh 10.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 185 222 302 75 101 140 Future Vol, veh/h 185 222 302 75 101 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 1 4 0 3 2 Mvmt Flow 206 247 336 83 112 156 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 453 0 1085 330 Stage 1 - - - - 330 - Stage 2 - - - - 755 - Critical Hdwy - - 4.14 - 6.43 6.22 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.236 - 3.527 3.318 Pot Cap-1 Maneuver - - 1097 - 239 712 Stage 1 - - - - 726 - Stage 2 - - - - 462 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1097 - 166 712 Mov Cap-2 Maneuver - - - - 166 - Stage 1 - - - - 726 - Stage 2 - - - - 321 - Approach EB WB NB HCM Control Delay, s 0 7.8 33 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 166 712 - - 1097 - HCM Lane V/C Ratio 0.676 0.218 - - 0.306 - HCM Control Delay 62.9 11.5 - - 9.7 - HCM Lane LOS F B - - A - HCM 95th %tile Q(veh) 3.9 0.8 - - 1.3 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 15 Intersection Int Delay, s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 198 324 40 91 91 62 Future Vol, veh/h 198 324 40 91 91 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 3 0 7 6 3 0 Mvmt Flow 213 348 43 98 98 67 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 561 0 571 387 Stage 1 - - - - 387 - Stage 2 - - - - 184 - Critical Hdwy - - 4.17 - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.263 - 3.527 3.3 Pot Cap-1 Maneuver - - 986 - 481 665 Stage 1 - - - - 684 - Stage 2 - - - - 845 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 986 - 459 665 Mov Cap-2 Maneuver - - - - 459 - Stage 1 - - - - 684 - Stage 2 - - - - 806 - Approach EB WB NB HCM Control Delay, s 0 2.7 15 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 525 - - 986 - HCM Lane V/C Ratio 0.313 - - 0.044 - HCM Control Delay 15 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.3 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 115: Floating Feather Road & Pollard Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 16 Intersection Int Delay, s/veh 9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 227 188 91 75 109 127 Future Vol, veh/h 227 188 91 75 109 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 4 4 0 Mvmt Flow 241 200 97 80 116 135 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 177 0 - 0 819 137 Stage 1 - - - - 137 - Stage 2 - - - - 682 - Critical Hdwy 4.1 - - - 6.44 6.2 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy 2.2 - - - 3.536 3.3 Pot Cap-1 Maneuver 1411 - - - 342 917 Stage 1 - - - - 885 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1411 - - - 276 917 Mov Cap-2 Maneuver - - - - 276 - Stage 1 - - - - 715 - Stage 2 - - - - 498 - Approach EB WB SB HCM Control Delay, s 4.4 0 23.3 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1411 - - - 442 HCM Lane V/C Ratio 0.171 - - - 0.568 HCM Control Delay 8.1 0 - - 23.3 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.6 - - - 3.4 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 116: Palmer Lane & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 17 Intersection Int Delay, s/veh 7.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 246 0 0 0 399 93 0 0 98 5 Future Vol, veh/h 8 0 246 0 0 0 399 93 0 0 98 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 33 0 8 0 0 0 3 0 0 0 6 0 Mvmt Flow 9 0 273 0 0 0 443 103 0 0 109 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1101 1101 112 1238 1104 103 115 0 0 103 0 0 Stage 1 112 112 - 989 989 - - - - - - - Stage 2 989 989 - 249 115 - - - - - - - Critical Hdwy 7.43 6.5 6.28 7.1 6.5 6.2 4.13 - - 4.1 - - Critical Hdwy Stg 1 6.43 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.43 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.797 4 3.372 3.5 4 3.3 2.227 - - 2.2 - - Pot Cap-1 Maneuver 165 214 925 154 [PHONE REDACTED] - - 1502 - - Stage 1 823 807 - 300 327 - - - - - - - Stage 2 261 327 - 759 804 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 124 146 925 82 [PHONE REDACTED] - - 1502 - - Mov Cap-2 Maneuver 124 146 - 82 145 - - - - - - - Stage 1 560 807 - 204 222 - - - - - - - Stage 2 177 222 - 535 804 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.4 0 6.9 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1468 - - 769 - 1502 - - HCM Lane V/C Ratio 0.302 - - 0.367 - - - - HCM Control Delay 8.5 0 - 12.4 0 0 - - HCM Lane LOS A A - B A A - - HCM 95th %tile Q(veh) 1.3 - - 1.7 - 0 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 18 Intersection Int Delay, s/veh 157.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 93 1091 456 77 153 127 Future Vol, veh/h 93 1091 456 77 153 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 29 3 4 3 0 13 Mvmt Flow 99 1161 485 82 163 135 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 567 0 - 0 1885 526 Stage 1 - - - - 526 - Stage 2 - - - - 1359 - Critical Hdwy 4.39 - - - 6.4 6.33 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.461 - - - 3.5 3.417 Pot Cap-1 Maneuver 884 - - - ~ 79 531 Stage 1 - - - - 597 - Stage 2 - - - - 241 - Platoon blocked, % - - - Mov Cap-1 Maneuver 884 - - - ~ 54 531 Mov Cap-2 Maneuver - - - - ~ 54 - Stage 1 - - - - 409 - Stage 2 - - - - 241 - Approach EB WB SB HCM Control Delay, s 0.8 0 $ 1121.7 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 884 - - - 91 HCM Lane V/C Ratio 0.112 - - - 3.273 HCM Control Delay 9.6 0 - 1121.7 HCM Lane LOS A A - - F HCM 95th %tile Q(veh) 0.4 - - - 29.6 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Background Conditions (With Improvements) AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 81 742 371 154 444 91 274 167 155 193 423 v/c Ratio 0.25 0.99 0.51 1.19 0.59 0.12 1.10 0.35 0.31 0.47 1.05 Control Delay 20.4 72.8 23.7 167.3 34.5 2.8 127.8 46.4 7.9 37.4 113.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.4 72.8 23.7 167.3 34.5 2.8 127.8 46.4 7.9 37.4 113.3 Queue Length 50th (ft) 38 714 183 ~124 319 0 ~255 132 1 128 ~447 Queue Length 95th (ft) 69 #999 281 #278 437 23 #444 203 58 194 #667 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 329 747 721 129 755 753 248 471 497 410 401 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.99 0.51 1.19 0.59 0.12 1.10 0.35 0.31 0.47 1.05 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions (With Improvements) AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 705 352 146 422 86 260 159 147 183 337 65 Future Volume (vph) 77 705 352 146 422 86 260 159 147 183 337 65 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1644 1698 1500 1583 1667 1530 1676 1714 1404 1710 1700 Flt Permitted 0.36 1.00 1.00 0.07 1.00 1.00 0.10 1.00 1.00 0.65 1.00 Satd. Flow (perm) 625 1698 1500 123 1667 1530 172 1714 1404 1173 1700 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 81 742 371 154 444 91 274 167 155 193 355 68 RTOR Reduction (vph) 0 0 61 0 0 50 0 0 111 0 5 0 Lane Group Flow (vph) 81 742 310 154 444 41 274 167 44 193 418 0 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Perm pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 7 4 Permitted Phases 6 2 8 8 4 Actuated Green, G 71.0 66.0 66.0 75.0 68.0 68.0 59.0 41.3 41.3 46.7 35.0 Effective Green, g 71.0 66.0 66.0 75.0 68.0 68.0 59.0 41.3 41.3 46.7 35.0 Actuated g/C Ratio 0.47 0.44 0.44 0.50 0.45 0.45 0.39 0.28 0.28 0.31 0.23 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 329 747 660 129 755 693 248 471 386 407 396 v/s Ratio Prot 0.01 0.44 0.21 c0.06 0.27 0.03 c0.13 0.10 0.04 0.25 v/s Ratio Perm 0.11 c0.54 c0.30 0.03 0.11 v/c Ratio 0.25 0.99 0.47 1.19 0.59 0.06 1.10 0.35 0.11 0.47 1.06 Uniform Delay, d1 23.2 41.8 29.6 34.7 30.6 23.0 46.5 43.6 40.7 40.1 57.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 31.3 2.4 140.5 1.0 0.0 88.1 0.2 0.0 0.3 60.9 Delay 23.3 73.1 32.0 175.2 31.5 23.1 134.6 43.8 40.7 40.4 118.4 Level of Service C E C F C C F D D D F Approach Delay 57.0 62.5 84.7 94.0 Approach LOS E E F F Intersection Summary HCM 2000 Control Delay 70.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.20 Actuated Cycle Length 150.0 Sum of lost time 24.0 Intersection Capacity Utilization 105.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions (With Improvements) AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 705 352 146 422 86 260 159 147 183 337 65 Future Volume (veh/h) 77 705 352 146 422 86 260 159 147 183 337 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 81 742 371 154 444 91 274 167 155 193 355 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 324 755 661 129 765 692 251 473 388 395 335 64 Arrive On Green 0.03 0.44 0.44 0.05 0.45 0.45 0.12 0.27 0.27 0.08 0.23 0.23 Sat Flow, veh/h 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 1434 275 Grp Volume(v), veh/h 81 742 371 154 444 91 274 167 155 193 0 423 Grp Sat Flow(s),veh/h/ln 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 0 1708 Q Serve(g_s), s 4.1 64.0 27.6 7.0 29.3 5.2 18.0 11.6 13.4 12.0 0.0 35.0 Cycle Q Clear(g_c), s 4.1 64.0 27.6 7.0 29.3 5.2 18.0 11.6 13.4 12.0 0.0 35.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 324 755 661 129 765 692 251 473 388 395 0 399 V/C Ratio(X) 0.25 0.98 0.56 1.19 0.58 0.13 1.09 0.35 0.40 0.49 0.00 1.06 Avail Cap(c_a), veh/h 324 755 661 129 765 692 251 473 388 395 0 399 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 24.6 41.4 31.2 37.6 30.4 23.8 46.1 43.8 44.5 40.4 0.0 57.5 Incr Delay (d2), s/veh 0.1 28.8 3.4 139.1 1.0 0.1 84.2 0.2 0.2 0.3 0.0 62.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 32.8 10.7 7.6 12.2 1.9 12.8 5.1 4.8 5.6 0.0 22.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 24.8 70.3 34.7 176.7 31.4 23.9 130.3 44.0 44.7 40.7 0.0 119.7 LOS C E C F C C F D D D A F Approach Vol, veh/h 1194 689 596 616 Approach Delay, s/veh 56.1 62.9 83.9 94.9 Approach LOS E E F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 74.0 24.0 41.0 13.0 72.0 18.0 47.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 68.0 18.0 35.0 7.0 66.0 12.0 41.0 Max Q Clear Time (g_c+I1), s 6.1 31.3 20.0 37.0 9.0 66.0 14.0 15.4 Green Ext Time s 0.0 2.7 0.0 0.0 0.0 0.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 70.7 HCM 6th LOS E ---PAGE BREAK--- Queues 2045 Background Conditions (With Improvements) AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 31 1062 35 60 571 114 47 13 86 642 v/c Ratio 0.10 1.26 0.05 0.44 0.64 0.14 0.11 0.02 0.14 1.32 Control Delay 15.0 161.6 1.8 28.1 31.3 11.0 33.3 31.5 6.7 193.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.0 161.6 1.8 28.1 31.3 11.0 33.3 31.5 6.7 193.0 Queue Length 50th (ft) 13 ~1301 0 25 413 28 30 8 0 ~806 Queue Length 95th (ft) 29 #1593 9 59 564 66 63 25 39 #1067 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 359 840 730 159 889 791 429 655 612 488 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 1.26 0.05 0.38 0.64 0.14 0.11 0.02 0.14 1.32 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions (With Improvements) AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 1009 33 57 542 108 45 12 82 490 40 80 Future Volume (vph) 29 1009 33 57 542 108 45 12 82 490 40 80 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 1710 1748 1457 1660 1748 1500 1710 1800 1530 1686 Flt Permitted 0.29 1.00 1.00 0.05 1.00 1.00 0.65 1.00 1.00 0.76 Satd. Flow (perm) 519 1748 1457 94 1748 1500 1179 1800 1530 1332 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 1062 35 60 571 114 47 13 86 516 42 84 RTOR Reduction (vph) 0 0 18 0 0 29 0 0 55 0 4 0 Lane Group Flow (vph) 31 1062 17 60 571 85 47 13 31 0 638 0 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 75.4 71.4 71.4 81.0 74.2 74.2 53.1 53.1 53.1 53.1 Effective Green, g 75.4 71.4 71.4 81.0 74.2 74.2 53.1 53.1 53.1 53.1 Actuated g/C Ratio 0.51 0.48 0.48 0.55 0.50 0.50 0.36 0.36 0.36 0.36 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 295 841 701 123 874 750 422 644 547 476 v/s Ratio Prot 0.00 c0.61 c0.02 c0.33 0.01 v/s Ratio Perm 0.05 0.01 0.24 0.06 0.04 0.02 c0.48 v/c Ratio 0.11 1.26 0.02 0.49 0.65 0.11 0.11 0.02 0.06 1.34 Uniform Delay, d1 20.6 38.5 20.2 33.0 27.5 19.6 31.8 30.8 31.2 47.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 127.8 0.0 2.2 2.0 0.1 0.1 0.0 0.0 167.0 Delay 20.7 166.2 20.2 35.3 29.5 19.7 31.9 30.8 31.2 214.6 Level of Service C F C D C B C C C F Approach Delay 157.7 28.4 31.4 214.6 Approach LOS F C C F Intersection Summary HCM 2000 Control Delay 128.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.25 Actuated Cycle Length 148.3 Sum of lost time 17.0 Intersection Capacity Utilization 110.8% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions (With Improvements) AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 1009 33 57 542 108 45 12 82 490 40 80 Future Volume (veh/h) 29 1009 33 57 542 108 45 12 82 490 40 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 31 1062 35 60 571 114 47 13 86 516 42 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 281 851 710 103 863 737 580 660 559 442 32 65 Arrive On Green 0.02 0.48 0.48 0.03 0.49 0.49 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 1714 1758 1466 1674 1758 1502 1285 1800 1525 1083 88 176 Grp Volume(v), veh/h 31 1062 35 60 571 114 47 13 86 642 0 0 Grp Sat Flow(s),veh/h/ln 1714 1758 1466 1674 1758 1502 1285 1800 1525 1348 0 0 Q Serve(g_s), s 1.3 70.0 1.8 2.6 35.4 6.0 0.0 0.7 5.5 52.3 0.0 0.0 Cycle Q Clear(g_c), s 1.3 70.0 1.8 2.6 35.4 6.0 3.1 0.7 5.5 53.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.13 Lane Grp Cap(c), veh/h 281 851 710 103 863 737 580 660 559 539 0 0 V/C Ratio(X) 0.11 1.25 0.05 0.59 0.66 0.15 0.08 0.02 0.15 1.19 0.00 0.00 Avail Cap(c_a), veh/h 358 851 710 166 863 737 580 660 559 539 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 22.0 37.3 19.7 34.5 27.7 20.3 30.0 29.2 30.7 48.3 0.0 0.0 Incr Delay (d2), s/veh 0.1 121.2 0.0 3.9 2.1 0.1 0.0 0.0 0.1 103.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 58.1 0.6 1.1 15.4 2.2 1.1 0.3 2.1 35.5 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 22.1 158.5 19.7 38.4 29.9 20.4 30.0 29.2 30.8 151.5 0.0 0.0 LOS C F B D C C C C C F A A Approach Vol, veh/h 1128 745 146 642 Approach Delay, s/veh 150.4 29.1 30.4 151.5 Approach LOS F C C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.6 77.0 58.0 10.6 76.0 58.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 70.0 53.0 10.0 70.0 53.0 Max Q Clear Time (g_c+I1), s 3.3 37.4 7.5 4.6 72.0 55.0 Green Ext Time s 0.0 6.9 0.4 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 110.1 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 7.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 150 263 33 3 7 Future Vol, veh/h 10 150 263 33 3 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 11 167 292 37 3 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 628 7 11 0 - 0 Stage 1 7 - - - - - Stage 2 621 - - - - - Critical Hdwy 6.4 6.22 4.11 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.318 2.209 - - - Pot Cap-1 Maneuver 450 1075 1615 - - - Stage 1 1021 - - - - - Stage 2 540 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 367 1075 1615 - - - Mov Cap-2 Maneuver 367 - - - - - Stage 1 832 - - - - - Stage 2 540 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 6.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1615 - 959 - - HCM Lane V/C Ratio 0.181 - 0.185 - - HCM Control Delay 7.7 0 9.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.7 - 0.7 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 102: Deep Canyon Drive/Deep Canyon Road & Aerie Way 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 17 29 1 1 19 Future Vol, veh/h 11 17 29 1 1 19 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 12 19 32 1 1 21 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 33 0 - 0 76 33 Stage 1 - - - - 33 - Stage 2 - - - - 43 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1592 - - - 932 1046 Stage 1 - - - - 995 - Stage 2 - - - - 985 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1592 - - - 925 1046 Mov Cap-2 Maneuver - - - - 925 - Stage 1 - - - - 987 - Stage 2 - - - - 985 - Approach EB WB SB HCM Control Delay, s 2.9 0 8.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1592 - - - 1039 HCM Lane V/C Ratio 0.008 - - - 0.021 HCM Control Delay 7.3 0 - - 8.5 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1031 [Aerie Way / SH 16 BG PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Background (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 1 4.0 1 4.0 0.117 3.4 LOS A 0.5 11.9 0.03 0.00 0.03 34.0 8 T1 All MCs 1 0.0 1 0.0 0.117 3.2 LOS A 0.5 11.9 0.03 0.00 0.03 34.9 18 R2 All MCs 163 0.0 163 0.0 0.117 3.2 LOS A 0.5 11.9 0.03 0.00 0.03 34.6 Approach 166 0.0 166 0.0 0.117 3.2 LOS A 0.5 11.9 0.03 0.00 0.03 34.6 East: RoadName 1 L2 All MCs 163 0.0 163 0.0 0.082 3.1 LOS A 0.3 8.3 0.03 0.00 0.03 32.2 6 T1 All MCs 62 0.0 62 0.0 0.082 3.0 LOS A 0.3 8.0 0.03 0.00 0.03 33.8 16 R2 All MCs 1 0.0 1 0.0 0.082 3.0 LOS A 0.3 8.0 0.03 0.00 0.03 33.5 Approach 227 0.0 227 0.0 0.082 3.0 LOS A 0.3 8.3 0.03 0.00 0.03 32.6 North: RoadName 7 L2 All MCs 1 0.0 1 0.0 0.003 3.1 LOS A 0.0 0.3 0.29 0.13 0.29 33.4 4 T1 All MCs 1 0.0 1 0.0 0.003 3.1 LOS A 0.0 0.3 0.29 0.13 0.29 34.1 14 R2 All MCs 1 0.0 1 0.0 0.003 3.1 LOS A 0.0 0.3 0.29 0.13 0.29 33.8 Approach 3 0.0 3 0.0 0.003 3.1 LOS A 0.0 0.3 0.29 0.13 0.29 33.7 West: RoadName 5 L2 All MCs 1 0.0 1 0.0 0.031 3.2 LOS A 0.1 2.8 0.25 0.13 0.25 34.1 2 T1 All MCs 1 0.0 1 0.0 0.031 3.2 LOS A 0.1 2.8 0.25 0.13 0.25 34.9 12 R2 All MCs 36 0.0 36 0.0 0.031 3.2 LOS A 0.1 2.8 0.25 0.13 0.25 34.6 Approach 38 0.0 38 0.0 0.031 3.2 LOS A 0.1 2.8 0.25 0.13 0.25 34.6 All Vehicles 433 0.0 433 0.0 0.117 3.1 LOS A 0.5 11.9 0.05 0.02 0.05 33.5 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Thursday, January 12, 2023 11:15:03 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\103.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1032 [Aerie Way / SH 16 BG PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Background (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 62 4.0 62 4.0 0.053 3.5 LOS A 0.2 5.2 0.27 0.14 0.27 31.4 18 R2 All MCs 1017 0.0 1017 0.0 0.607 0.3 LOS A 0.0 0.0 0.00 0.00 0.00 36.4 Approach 1079 0.2 1079 0.2 0.607 0.5 LOS A 0.2 5.2 0.02 0.01 0.02 36.0 East: RoadName 1 L2 All MCs 252 0.0 252 0.0 0.188 4.2 LOS A 0.9 21.9 0.19 0.07 0.19 31.3 6 T1 All MCs 163 0.0 163 0.0 0.122 3.6 LOS A 0.5 13.2 0.17 0.06 0.17 34.8 Approach 416 0.0 416 0.0 0.188 3.9 LOS A 0.9 21.9 0.18 0.07 0.18 32.6 West: RoadName 2 T1 All MCs 163 0.0 163 0.0 0.154 4.7 LOS A 0.7 17.7 0.41 0.26 0.41 34.2 12 R2 All MCs 1 0.0 1 0.0 0.154 4.7 LOS A 0.7 17.7 0.41 0.26 0.41 33.9 Approach 164 0.0 164 0.0 0.154 4.7 LOS A 0.7 17.7 0.41 0.26 0.41 34.2 All Vehicles 1659 0.2 1659 0.2 0.607 1.8 LOS A 0.9 21.9 0.10 0.05 0.10 34.9 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Thursday, January 12, 2023 11:15:16 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\103.sip9 ---PAGE BREAK--- HCM 6th TWSC 2045 Background (With Improvements) PM Peak Hour 1034: 01/12/2023 BG_PM 1:19 pm 10/10/2022 11 Report Page 1 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 228 1248 971 0 1401 Future Vol, veh/h 0 228 1248 971 0 1401 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - 505 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 253 1387 1079 0 1557 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 694 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 385 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 385 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 30.6 0 0 HCM LOS D Minor Lane/Major Mvmt NBT SBT Capacity (veh/h) - - 385 - HCM Lane V/C Ratio - - 0.658 - HCM Control Delay - - 30.6 - HCM Lane LOS - - D - HCM 95th %tile Q(veh) - - 4.5 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 32 56 1331 612 1 Future Vol, veh/h 1 32 56 1331 612 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 0 2 2 2 0 Mvmt Flow 1 35 62 1463 673 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2261 674 674 0 - 0 Stage 1 674 - - - - - Stage 2 1587 - - - - - Critical Hdwy 6.4 6.2 4.12 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.218 - - - Pot Cap-1 Maneuver 46 458 917 - - - Stage 1 510 - - - - - Stage 2 187 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 29 458 917 - - - Mov Cap-2 Maneuver 29 - - - - - Stage 1 326 - - - - - Stage 2 187 - - - - - Approach EB NB SB HCM Control Delay, s 17.9 0.4 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 917 - 316 - - HCM Lane V/C Ratio 0.067 - 0.115 - - HCM Control Delay 9.2 0 17.9 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.2 - 0.4 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 18 10 310 32 2 141 Future Vol, veh/h 18 10 310 32 2 141 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 20 11 344 36 2 157 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 523 362 0 0 380 0 Stage 1 362 - - - - - Stage 2 161 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 518 687 - - 1190 - Stage 1 709 - - - - - Stage 2 873 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 517 687 - - 1190 - Mov Cap-2 Maneuver 517 - - - - - Stage 1 709 - - - - - Stage 2 871 - - - - - Approach WB NB SB HCM Control Delay, s 11.7 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 567 1190 - HCM Lane V/C Ratio - - 0.055 0.002 - HCM Control Delay - - 11.7 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 106: Deep Canyon Drive & High Canyon Way 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Intersection Int Delay, s/veh 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 73 7 29 61 10 39 Future Vol, veh/h 73 7 29 61 10 39 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 81 8 32 68 11 43 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 89 0 217 85 Stage 1 - - - - 85 - Stage 2 - - - - 132 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1519 - 776 980 Stage 1 - - - - 943 - Stage 2 - - - - 899 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1519 - 759 980 Mov Cap-2 Maneuver - - - - 759 - Stage 1 - - - - 943 - Stage 2 - - - - 879 - Approach EB WB NB HCM Control Delay, s 0 2.4 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 925 - - 1519 - HCM Lane V/C Ratio 0.059 - - 0.021 - HCM Control Delay 9.1 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - ---PAGE BREAK--- HCM 6th AWSC 2045 Background Conditions (With Improvements) PM Peak Hour 107: Can Ada Road & New Hope Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 6 Intersection Intersection Delay, s/veh 10.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 24 4 52 84 71 33 123 41 75 126 20 Future Vol, veh/h 6 24 4 52 84 71 33 123 41 75 126 20 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 7 3 0 0 0 0 3 0 0 Mvmt Flow 7 27 4 58 93 79 37 137 46 83 140 22 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.7 10.5 9.9 10.5 HCM LOS A B A B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 17% 18% 25% 34% Vol Thru, % 62% 71% 41% 57% Vol Right, % 21% 12% 34% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 197 34 207 221 LT Vol 33 6 52 75 Through Vol 123 24 84 126 RT Vol 41 4 71 20 Lane Flow Rate 219 38 230 246 Geometry Grp 1 1 1 1 Degree of Util 0.292 0.057 0.32 0.335 Departure Headway (Hd) 4.798 5.41 5.014 4.913 Convergence, Y/N Yes Yes Yes Yes Cap 742 666 711 724 Service Time 2.874 3.41 3.093 2.988 HCM Lane V/C Ratio 0.295 0.057 0.323 0.34 HCM Control Delay 9.9 8.7 10.5 10.5 HCM Lane LOS A A B B HCM 95th-tile Q 1.2 0.2 1.4 1.5 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 108: Wing Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 87 139 485 128 72 52 Future Vol, veh/h 87 139 485 128 72 52 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 97 154 539 142 80 58 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 681 0 - 0 958 610 Stage 1 - - - - 610 - Stage 2 - - - - 348 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 921 - - - 288 498 Stage 1 - - - - 546 - Stage 2 - - - - 719 - Platoon blocked, % - - - Mov Cap-1 Maneuver 921 - - - 258 498 Mov Cap-2 Maneuver - - - - 258 - Stage 1 - - - - 489 - Stage 2 - - - - 719 - Approach EB WB SB HCM Control Delay, s 3.6 0 13.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 921 - - - 498 HCM Lane V/C Ratio 0.105 - - - 0.116 HCM Control Delay 9.4 - - - 13.2 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.4 - - - 0.4 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 8 Intersection Int Delay, s/veh 984.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 201 8 164 597 126 310 218 157 61 31 9 Future Vol, veh/h 5 201 8 164 597 126 310 218 157 61 31 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 100 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 6 223 9 182 663 140 344 242 174 68 34 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 803 0 0 232 0 0 1359 1407 228 1475 1271 663 Stage 1 - - - - - - 240 240 - 1027 1027 - Stage 2 - - - - - - 1119 1167 - 448 244 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 830 - - 1348 - - ~ 127 ~ 140 816 106 169 465 Stage 1 - - - - - - 768 711 - 285 314 - Stage 2 - - - - - - ~ 253 270 - 594 708 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 830 - - 1348 - - ~ 80 ~ 104 816 - 126 465 Mov Cap-2 Maneuver - - - - - - ~ 80 ~ 104 - - 126 - Stage 1 - - - - - - 762 705 - 283 235 - Stage 2 - - - - - - ~ 158 ~ 202 - 304 702 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.5 $ 2710.5 HCM LOS F - Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 111 830 - - 1348 - - - HCM Lane V/C Ratio 6.857 0.007 - - 0.135 - - - HCM Control Delay $ 2710.5 9.4 0 - 8.1 0 - - HCM Lane LOS F A A - A A - - HCM 95th %tile Q(veh) 84.6 0 - - 0.5 - - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Background Conditions (With Improvements) PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 132 137 176 503 615 167 977 96 101 506 44 v/c Ratio 0.68 0.36 0.28 0.48 1.09 1.19 0.49 1.20 0.12 0.97 0.69 0.06 Control Delay 68.9 54.1 1.4 41.8 118.1 139.1 21.8 140.0 0.3 109.6 41.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.9 54.1 1.4 41.8 118.1 139.1 21.8 140.0 0.3 109.6 41.8 0.1 Queue Length 50th (ft) 48 112 0 127 ~550 ~603 79 ~1158 0 50 403 0 Queue Length 95th (ft) #99 180 0 195 #780 #848 121 #1420 0 #180 548 0 Internal Link Dist (ft) 2558 3836 5106 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 105 370 488 369 463 516 360 811 788 104 738 754 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.36 0.28 0.48 1.09 1.19 0.46 1.20 0.12 0.97 0.69 0.06 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions (With Improvements) PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 129 134 172 493 603 164 957 94 99 496 43 Future Volume (vph) 70 129 134 172 493 603 164 957 94 99 496 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 1530 1693 1765 1485 1710 1765 1530 Flt Permitted 0.13 1.00 1.00 0.51 1.00 1.00 0.26 1.00 1.00 0.06 1.00 1.00 Satd. Flow (perm) 229 1765 1530 889 1782 1530 465 1765 1485 115 1765 1530 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 132 137 176 503 615 167 977 96 101 506 44 RTOR Reduction (vph) 0 0 108 0 0 118 0 0 52 0 0 26 Lane Group Flow (vph) 71 132 29 176 503 497 167 977 44 101 506 18 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 36.5 31.5 31.5 51.0 39.0 39.0 80.2 69.0 69.0 67.8 62.8 62.8 Effective Green, g 36.5 31.5 31.5 51.0 39.0 39.0 80.2 69.0 69.0 67.8 62.8 62.8 Actuated g/C Ratio 0.24 0.21 0.21 0.34 0.26 0.26 0.53 0.46 0.46 0.45 0.42 0.42 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 105 370 321 366 463 397 340 811 683 105 738 640 v/s Ratio Prot 0.02 0.07 0.02 c0.04 0.28 c0.32 c0.04 c0.55 0.03 0.03 0.29 0.01 v/s Ratio Perm 0.14 0.12 0.23 0.40 v/c Ratio 0.68 0.36 0.09 0.48 1.09 1.25 0.49 1.20 0.06 0.96 0.69 0.03 Uniform Delay, d1 47.4 50.6 47.7 36.9 55.5 55.5 22.1 40.5 22.5 37.2 35.6 25.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.7 0.6 0.1 0.4 67.2 132.2 0.4 103.7 0.1 74.9 3.4 0.0 Delay 60.1 51.2 47.8 37.3 122.7 187.7 22.5 144.2 22.6 112.1 39.0 25.7 Level of Service E D D D F F C F C F D C Approach Delay 51.7 142.0 118.4 49.4 Approach LOS D F F D Intersection Summary HCM 2000 Control Delay 107.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.20 Actuated Cycle Length 150.0 Sum of lost time 32.0 Intersection Capacity Utilization 117.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions (With Improvements) PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 129 134 172 493 603 164 957 94 99 496 43 Future Volume (veh/h) 70 129 134 172 493 603 164 957 94 99 496 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 71 132 137 176 503 615 167 977 96 101 506 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 105 366 315 350 464 397 333 815 685 105 752 648 Arrive On Green 0.03 0.21 0.21 0.09 0.26 0.26 0.07 0.46 0.46 0.03 0.42 0.42 Sat Flow, veh/h 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Grp Volume(v), veh/h 71 132 137 176 503 615 167 977 96 101 506 44 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Q Serve(g_s), s 4.9 9.6 11.7 12.2 39.0 39.0 8.3 69.0 5.6 5.0 34.5 2.6 Cycle Q Clear(g_c), s 4.9 9.6 11.7 12.2 39.0 39.0 8.3 69.0 5.6 5.0 34.5 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 105 366 315 350 464 397 333 815 685 105 752 648 V/C Ratio(X) 0.68 0.36 0.43 0.50 1.08 1.55 0.50 1.20 0.14 0.96 0.67 0.07 Avail Cap(c_a), veh/h 105 366 315 350 464 397 364 815 685 105 752 648 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 48.4 51.0 51.9 40.8 55.5 55.5 26.3 40.5 23.4 37.6 34.8 25.6 Incr Delay (d2), s/veh 13.2 0.6 0.9 0.4 66.1 260.0 0.4 101.2 0.2 74.5 3.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 4.4 4.6 5.1 26.0 43.6 3.4 52.5 2.0 4.3 15.6 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 61.5 51.6 52.8 41.3 121.6 315.5 26.7 141.7 23.6 112.0 37.9 25.7 LOS E D D D F F C F C F D C Approach Vol, veh/h 340 1294 1240 651 Approach Delay, s/veh 54.2 202.8 117.0 48.6 Approach LOS D F F D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 46.0 19.3 72.7 20.0 38.0 14.0 78.0 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 39.0 13.0 61.0 13.0 31.0 5.0 69.0 Max Q Clear Time (g_c+I1), s 6.9 41.0 10.3 36.5 14.2 13.7 7.0 71.0 Green Ext Time s 0.0 0.0 0.1 6.8 0.0 1.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 129.8 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 12 Intersection Int Delay, s/veh 23.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 416 19 5 1263 115 22 Future Vol, veh/h 416 19 5 1263 115 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 1 0 0 1 5 0 Mvmt Flow 438 20 5 1329 121 23 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 458 0 1787 448 Stage 1 - - - - 448 - Stage 2 - - - - 1339 - Critical Hdwy - - 4.1 - 6.45 6.2 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 - Follow-up Hdwy - - 2.2 - 3.545 3.3 Pot Cap-1 Maneuver - - 1114 - ~ 88 615 Stage 1 - - - - 637 - Stage 2 - - - - 241 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1114 - ~ 87 615 Mov Cap-2 Maneuver - - - - ~ 87 - Stage 1 - - - - 637 - Stage 2 - - - - 237 - Approach EB WB NB HCM Control Delay, s 0 0 $ 316.3 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 101 - - 1114 - HCM Lane V/C Ratio 1.428 - - 0.005 - HCM Control Delay $ 316.3 - - 8.2 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 10.5 - - 0 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 112: Can Ada Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 13 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 24 188 30 25 231 Future Vol, veh/h 36 24 188 30 25 231 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 40 27 209 33 28 257 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 539 226 0 0 242 0 Stage 1 226 - - - - - Stage 2 313 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 507 818 - - 1336 - Stage 1 816 - - - - - Stage 2 746 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 495 818 - - 1336 - Mov Cap-2 Maneuver 495 - - - - - Stage 1 816 - - - - - Stage 2 728 - - - - - Approach WB NB SB HCM Control Delay, s 11.9 0 0.8 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 588 1336 - HCM Lane V/C Ratio - - 0.113 0.021 - HCM Control Delay - - 11.9 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.4 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 14 Intersection Int Delay, s/veh 129.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 120 182 584 222 139 172 Future Vol, veh/h 120 182 584 222 139 172 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 2 2 0 0 0 Mvmt Flow 132 200 642 244 153 189 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 332 0 1760 232 Stage 1 - - - - 232 - Stage 2 - - - - 1528 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap-1 Maneuver - - 1227 - ~ 94 812 Stage 1 - - - - 811 - Stage 2 - - - - 200 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1227 - ~ 45 812 Mov Cap-2 Maneuver - - - - ~ 45 - Stage 1 - - - - 811 - Stage 2 - - - - ~ 95 - Approach EB WB NB HCM Control Delay, s 0 8 $ 571.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 45 812 - - 1227 - HCM Lane V/C Ratio 3.394 0.233 - - 0.523 - HCM Control Delay $ 1265.9 10.8 - - 11.1 - HCM Lane LOS F B - - B - HCM 95th %tile Q(veh) 16.9 0.9 - - 3.2 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 15 Intersection Int Delay, s/veh 114.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 166 246 91 388 361 67 Future Vol, veh/h 166 246 91 388 361 67 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 184 273 101 431 401 74 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 457 0 954 321 Stage 1 - - - - 321 - Stage 2 - - - - 633 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1114 - ~ 289 724 Stage 1 - - - - 740 - Stage 2 - - - - 533 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1114 - ~ 255 724 Mov Cap-2 Maneuver - - - - ~ 255 - Stage 1 - - - - 740 - Stage 2 - - - - 470 - Approach EB WB NB HCM Control Delay, s 0 1.6 $ 349.9 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 284 - - 1114 - HCM Lane V/C Ratio 1.674 - - 0.091 - HCM Control Delay $ 349.9 - - 8.6 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 29.9 - - 0.3 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 115: Floating Feather Road & Pollard Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 16 Intersection Int Delay, s/veh 9.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 218 109 265 24 35 319 Future Vol, veh/h 218 109 265 24 35 319 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 242 121 294 27 39 354 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 321 0 - 0 913 308 Stage 1 - - - - 308 - Stage 2 - - - - 605 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1250 - - - 306 737 Stage 1 - - - - 750 - Stage 2 - - - - 549 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1250 - - - 242 737 Mov Cap-2 Maneuver - - - - 242 - Stage 1 - - - - 594 - Stage 2 - - - - 549 - Approach EB WB SB HCM Control Delay, s 5.7 0 20.8 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1250 - - - 613 HCM Lane V/C Ratio 0.194 - - - 0.642 HCM Control Delay 8.6 0 - - 20.8 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.7 - - - 4.6 ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 116: Palmer Lane & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 17 Intersection Int Delay, s/veh 6.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 72 0 0 0 470 131 0 0 16 5 Future Vol, veh/h 3 0 72 0 0 0 470 131 0 0 16 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 4 0 0 0 0 Mvmt Flow 3 0 78 0 0 0 511 142 0 0 17 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1184 1184 20 1223 1186 142 22 0 0 142 0 0 Stage 1 20 20 - 1164 1164 - - - - - - - Stage 2 1164 1164 - 59 22 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver [PHONE REDACTED] 158 [PHONE REDACTED] - - 1453 - - Stage 1 1004 883 - 239 271 - - - - - - - Stage 2 239 271 - 958 881 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver [PHONE REDACTED] 107 [PHONE REDACTED] - - 1453 - - Mov Cap-2 Maneuver 123 125 - 107 124 - - - - - - - Stage 1 658 883 - 157 178 - - - - - - - Stage 2 157 178 - 888 881 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.9 0 6.5 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1607 - - 815 - 1453 - - HCM Lane V/C Ratio 0.318 - - 0.1 - - - - HCM Control Delay 8.3 0 - 9.9 0 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 1.4 - - 0.3 - 0 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Background Conditions (With Improvements) PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 18 Intersection Int Delay, s/veh 417 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 88 865 1163 130 180 87 Future Vol, veh/h 88 865 1163 130 180 87 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 6 2 1 2 2 12 Mvmt Flow 94 920 1237 138 191 93 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1375 0 - 0 2414 1306 Stage 1 - - - - 1306 - Stage 2 - - - - 1108 - Critical Hdwy 4.16 - - - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.254 - - - 3.518 3.408 Pot Cap-1 Maneuver 486 - - - ~ 36 186 Stage 1 - - - - 254 - Stage 2 - - - - 316 - Platoon blocked, % - - - Mov Cap-1 Maneuver 486 - - - ~ 22 186 Mov Cap-2 Maneuver - - - - ~ 22 - Stage 1 - - - - ~ 153 - Stage 2 - - - - 316 - Approach EB WB SB HCM Control Delay, s 1.3 0 $ 3920.4 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 486 - - - 31 HCM Lane V/C Ratio 0.193 - - - 9.163 HCM Control Delay 14.2 0 - 3920.4 HCM Lane LOS B A - - F HCM 95th %tile Q(veh) 0.7 - - - 34.7 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Background Conditions (With Improvements) PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 162 641 368 189 923 114 395 307 124 111 352 v/c Ratio 1.36 0.80 0.48 0.78 1.11 0.14 1.28 0.63 0.25 0.44 1.17 Control Delay 234.3 43.8 17.6 41.5 100.7 1.2 183.9 53.4 9.9 40.5 156.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 234.3 43.8 17.6 41.5 100.7 1.2 183.9 53.4 9.9 40.5 156.3 Queue Length 50th (ft) ~152 515 134 87 ~990 0 ~424 257 8 71 ~385 Queue Length 95th (ft) #305 687 226 #167 #1248 12 #636 364 59 118 #590 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 119 798 766 241 835 801 309 486 496 253 300 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.36 0.80 0.48 0.78 1.11 0.14 1.28 0.63 0.25 0.44 1.17 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions (With Improvements) PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 635 364 187 914 113 391 304 123 110 237 112 Future Volume (vph) 160 635 364 187 914 113 391 304 123 110 237 112 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1693 1782 1515 1676 1782 1530 1710 1800 1530 1660 1674 Flt Permitted 0.06 1.00 1.00 0.17 1.00 1.00 0.13 1.00 1.00 0.54 1.00 Satd. Flow (perm) 110 1782 1515 293 1782 1530 232 1800 1530 940 1674 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 641 368 189 923 114 395 307 124 111 239 113 RTOR Reduction (vph) 0 0 87 0 0 61 0 0 82 0 12 0 Lane Group Flow (vph) 162 641 281 189 923 53 395 307 42 111 340 0 Heavy Vehicles 1% 1% 1% 2% 1% 0% 0% 0% 0% 3% 3% 1% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G 71.0 65.0 65.0 77.0 68.0 68.0 53.0 39.2 39.2 32.8 25.0 Effective Green, g 71.0 65.0 65.0 77.0 68.0 68.0 53.0 39.2 39.2 32.8 25.0 Actuated g/C Ratio 0.49 0.45 0.45 0.53 0.47 0.47 0.37 0.27 0.27 0.23 0.17 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 119 798 679 241 835 717 309 486 413 251 288 v/s Ratio Prot c0.06 0.36 0.19 0.05 c0.52 0.03 c0.19 0.17 0.03 0.02 0.20 v/s Ratio Perm c0.61 0.37 c0.27 0.08 v/c Ratio 1.36 0.80 0.41 0.78 1.11 0.07 1.28 0.63 0.10 0.44 1.18 Uniform Delay, d1 36.9 34.5 27.1 25.8 38.5 21.2 44.6 46.5 39.7 46.6 60.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 207.3 8.4 1.9 14.2 64.1 0.0 147.9 2.0 0.0 0.5 111.7 Delay 244.2 42.9 28.9 40.0 102.6 21.2 192.5 48.5 39.7 47.0 171.7 Level of Service F D C D F C F D D D F Approach Delay 66.4 85.4 116.1 141.8 Approach LOS E F F F Intersection Summary HCM 2000 Control Delay 93.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.33 Actuated Cycle Length 145.0 Sum of lost time 24.0 Intersection Capacity Utilization 123.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions (With Improvements) PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 635 364 187 914 113 391 304 123 110 237 112 Future Volume (veh/h) 160 635 364 187 914 113 391 304 123 110 237 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1772 1786 1800 1800 1800 1800 1758 1758 1786 Adj Flow Rate, veh/h 162 641 368 189 923 114 395 307 124 111 239 113 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 2 1 0 0 0 0 3 3 1 Cap, veh/h 120 801 678 232 838 715 310 484 410 255 195 92 Arrive On Green 0.04 0.45 0.45 0.06 0.47 0.47 0.15 0.27 0.27 0.06 0.17 0.17 Sat Flow, veh/h 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 1128 533 Grp Volume(v), veh/h 162 641 368 189 923 114 395 307 124 111 0 352 Grp Sat Flow(s),veh/h/ln 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 0 1662 Q Serve(g_s), s 6.0 44.8 25.7 9.0 68.0 6.2 22.0 21.8 9.4 8.0 0.0 25.0 Cycle Q Clear(g_c), s 6.0 44.8 25.7 9.0 68.0 6.2 22.0 21.8 9.4 8.0 0.0 25.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.32 Lane Grp Cap(c), veh/h 120 801 678 232 838 715 310 484 410 255 0 287 V/C Ratio(X) 1.35 0.80 0.54 0.81 1.10 0.16 1.28 0.63 0.30 0.44 0.00 1.23 Avail Cap(c_a), veh/h 120 801 678 232 838 715 310 484 410 255 0 287 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 37.6 34.4 29.2 30.0 38.5 22.1 44.3 46.7 42.2 46.6 0.0 60.0 Incr Delay (d2), s/veh 202.3 8.3 3.1 18.3 62.9 0.1 146.6 2.1 0.2 0.4 0.0 129.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 21.2 10.0 4.7 43.8 2.3 22.0 10.1 3.6 3.4 0.0 20.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 240.0 42.7 32.3 48.3 101.4 22.2 190.9 48.8 42.3 47.0 0.0 189.6 LOS F D C D F C F D D D A F Approach Vol, veh/h 1171 1226 826 463 Approach Delay, s/veh 66.7 85.8 115.8 155.4 Approach LOS E F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 74.0 28.0 31.0 15.0 71.0 14.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 68.0 22.0 25.0 9.0 65.0 8.0 39.0 Max Q Clear Time (g_c+I1), s 8.0 70.0 24.0 27.0 11.0 46.8 10.0 23.8 Green Ext Time s 0.0 0.0 0.0 0.0 0.0 4.5 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 95.2 HCM 6th LOS F ---PAGE BREAK--- Queues 2045 Background Conditions (With Improvements) PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 71 782 58 108 1282 293 113 116 158 514 v/c Ratio 0.68 0.80 0.07 0.50 1.32 0.34 0.35 0.21 0.28 1.36 Control Delay 50.6 35.4 3.9 20.7 180.2 16.0 44.2 40.0 6.6 218.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 35.4 3.9 20.7 180.2 16.0 44.2 40.0 6.6 218.9 Queue Length 50th (ft) 26 600 0 41 ~1613 121 86 85 0 ~657 Queue Length 95th (ft) #97 794 22 68 #1880 186 147 139 54 #890 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 105 974 862 215 974 863 323 541 560 377 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.80 0.07 0.50 1.32 0.34 0.35 0.21 0.28 1.36 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Background Conditions (With Improvements) PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 743 55 103 1218 278 107 110 150 316 78 94 Future Volume (vph) 67 743 55 103 1218 278 107 110 150 316 78 94 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1710 1782 1530 1710 1782 1530 1710 1765 1471 1678 Flt Permitted 0.05 1.00 1.00 0.16 1.00 1.00 0.59 1.00 1.00 0.70 Satd. Flow (perm) 88 1782 1530 290 1782 1530 1055 1765 1471 1214 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 71 782 58 108 1282 293 113 116 158 333 82 99 RTOR Reduction (vph) 0 0 26 0 0 27 0 0 110 0 6 0 Lane Group Flow (vph) 71 782 32 108 1282 266 113 116 48 0 508 0 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 2% 4% 1% 0% 3% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 87.0 82.0 82.0 87.0 82.0 82.0 46.0 46.0 46.0 46.0 Effective Green, g 87.0 82.0 82.0 87.0 82.0 82.0 46.0 46.0 46.0 46.0 Actuated g/C Ratio 0.58 0.55 0.55 0.58 0.55 0.55 0.31 0.31 0.31 0.31 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 105 974 836 215 974 836 323 541 451 372 v/s Ratio Prot c0.02 0.44 0.02 c0.72 0.07 v/s Ratio Perm 0.37 0.02 0.27 0.17 0.11 0.03 c0.42 v/c Ratio 0.68 0.80 0.04 0.50 1.32 0.32 0.35 0.21 0.11 1.37 Uniform Delay, d1 34.9 27.5 15.7 22.6 34.0 18.7 40.4 38.6 37.3 52.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.5 5.1 0.0 1.3 149.6 0.3 0.5 0.1 0.1 181.5 Delay 49.4 32.6 15.8 24.0 183.6 19.0 40.9 38.7 37.4 233.5 Level of Service D C B C F B D D D F Approach Delay 32.8 144.7 38.8 233.5 Approach LOS C F D F Intersection Summary HCM 2000 Control Delay 116.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.31 Actuated Cycle Length 150.0 Sum of lost time 17.0 Intersection Capacity Utilization 121.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background Conditions (With Improvements) PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 743 55 103 1218 278 107 110 150 316 78 94 Future Volume (veh/h) 67 743 55 103 1218 278 107 110 150 316 78 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1772 1744 1786 1800 1758 Adj Flow Rate, veh/h 71 782 58 108 1282 293 113 116 158 333 82 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 0 0 1 0 0 2 4 1 0 3 Cap, veh/h 102 975 833 233 978 835 406 544 454 251 52 63 Arrive On Green 0.03 0.55 0.55 0.03 0.55 0.55 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1714 1786 1525 1714 1786 1525 1222 1772 1478 689 170 205 Grp Volume(v), veh/h 71 782 58 108 1282 293 113 116 158 514 0 0 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1714 1786 1525 1222 1772 1478 1063 0 0 Q Serve(g_s), s 2.7 53.0 2.7 4.2 82.0 16.1 0.0 7.3 12.4 38.7 0.0 0.0 Cycle Q Clear(g_c), s 2.7 53.0 2.7 4.2 82.0 16.1 11.1 7.3 12.4 46.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.19 Lane Grp Cap(c), veh/h 102 975 833 233 978 835 406 544 454 366 0 0 V/C Ratio(X) 0.69 0.80 0.07 0.46 1.31 0.35 0.28 0.21 0.35 1.40 0.00 0.00 Avail Cap(c_a), veh/h 105 978 835 233 978 835 406 544 454 366 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 36.3 27.5 16.1 25.3 33.9 19.0 39.8 38.5 40.2 57.6 0.0 0.0 Incr Delay (d2), s/veh 16.1 5.1 0.0 1.1 147.2 0.4 0.3 0.1 0.3 197.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 23.6 1.0 1.7 74.4 5.9 3.3 3.2 4.6 34.2 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 52.4 32.6 16.1 26.4 181.1 19.3 40.1 38.6 40.6 254.9 0.0 0.0 LOS D C B C F B D D D F A A Approach Vol, veh/h 911 1683 387 514 Approach Delay, s/veh 33.1 143.0 39.8 254.9 Approach LOS C F D F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.7 88.0 51.0 11.0 87.7 51.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 5.0 82.0 46.0 5.0 82.0 46.0 Max Q Clear Time (g_c+I1), s 4.7 84.0 14.4 6.2 55.0 48.0 Green Ext Time s 0.0 0.0 1.2 0.0 9.5 0.0 Intersection Summary HCM 6th Ctrl Delay 119.4 HCM 6th LOS F ---PAGE BREAK--- Appendix O Year 2045 Mitigated Background (with Select Roadway Improvements) Traffic Operation Worksheets ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 3 468 44 156 87 10 209 126 72 v/c Ratio 0.01 0.69 0.13 0.22 0.12 0.03 0.51 0.35 0.14 Control Delay 7.7 21.1 8.7 11.7 0.7 13.4 12.5 16.5 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.7 21.1 8.7 11.7 0.7 13.4 12.5 16.5 12.2 Queue Length 50th (ft) 1 89 6 24 0 2 13 23 7 Queue Length 95th (ft) 4 #299 22 83 5 11 68 68 43 Internal Link Dist (ft) 3919 2558 3989 3904 Turn Bay Length (ft) 100 100 100 100 100 Base Capacity (vph) 565 942 347 952 944 385 807 364 799 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.50 0.13 0.16 0.09 0.03 0.26 0.35 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 416 5 40 140 78 9 48 140 113 39 26 Future Volume (vph) 3 416 5 40 140 78 9 48 140 113 39 26 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.89 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1745 1598 1667 1530 1710 1563 1710 1691 Flt Permitted 0.66 1.00 0.29 1.00 1.00 0.71 1.00 0.44 1.00 Satd. Flow (perm) 1184 1745 481 1667 1530 1278 1563 797 1691 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 3 462 6 44 156 87 10 53 156 126 43 29 RTOR Reduction (vph) 0 1 0 0 0 55 0 124 0 0 21 0 Lane Group Flow (vph) 3 467 0 44 156 32 10 85 0 126 51 0 Heavy Vehicles 0% 3% 0% 7% 8% 0% 0% 0% 3% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 19.8 19.1 21.4 19.9 19.9 11.8 11.1 18.0 14.2 Effective Green, g 19.8 19.1 21.4 19.9 19.9 11.8 11.1 18.0 14.2 Actuated g/C Ratio 0.37 0.36 0.40 0.37 0.37 0.22 0.21 0.34 0.27 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 445 622 223 620 569 287 324 332 448 v/s Ratio Prot 0.00 c0.27 c0.01 0.09 0.00 0.05 c0.03 0.03 v/s Ratio Perm 0.00 0.07 0.02 0.01 c0.10 v/c Ratio 0.01 0.75 0.20 0.25 0.06 0.03 0.26 0.38 0.11 Uniform Delay, d1 10.6 15.1 10.6 11.6 10.8 16.3 17.8 12.9 14.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 5.1 0.4 0.2 0.0 0.0 0.4 0.7 0.1 Delay 10.6 20.2 11.0 11.9 10.8 16.4 18.2 13.6 15.0 Level of Service B C B B B B B B B Approach Delay 20.2 11.4 18.1 14.1 Approach LOS C B B B Intersection Summary HCM 2000 Control Delay 16.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length 53.5 Sum of lost time 18.0 Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 416 5 40 140 78 9 48 140 113 39 26 Future Volume (veh/h) 3 416 5 40 140 78 9 48 140 113 39 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1800 1702 1688 1800 1800 1800 1758 1800 1800 1800 Adj Flow Rate, veh/h 3 462 6 44 156 87 10 53 156 126 43 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 3 0 7 8 0 0 0 3 0 0 0 Cap, veh/h 501 562 7 290 618 559 414 73 216 358 253 171 Arrive On Green 0.00 0.32 0.32 0.05 0.37 0.37 0.01 0.18 0.18 0.08 0.25 0.25 Sat Flow, veh/h 1714 1731 22 1621 1688 1525 1714 402 1184 1714 1002 676 Grp Volume(v), veh/h 3 0 468 44 156 87 10 0 209 126 0 72 Grp Sat Flow(s),veh/h/ln 1714 0 1754 1621 1688 1525 1714 0 1587 1714 0 1678 Q Serve(g_s), s 0.1 0.0 12.2 0.9 3.2 1.9 0.2 0.0 6.1 2.8 0.0 1.7 Cycle Q Clear(g_c), s 0.1 0.0 12.2 0.9 3.2 1.9 0.2 0.0 6.1 2.8 0.0 1.7 Prop In Lane 1.00 0.01 1.00 1.00 1.00 0.75 1.00 0.40 Lane Grp Cap(c), veh/h 501 0 569 290 618 559 414 0 289 358 0 424 V/C Ratio(X) 0.01 0.00 0.82 0.15 0.25 0.16 0.02 0.00 0.72 0.35 0.00 0.17 Avail Cap(c_a), veh/h 671 0 798 383 768 694 569 0 620 392 0 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 11.2 0.0 15.4 11.6 10.9 10.5 16.1 0.0 19.0 14.2 0.0 14.4 Incr Delay (d2), s/veh 0.0 0.0 4.9 0.2 0.2 0.1 0.0 0.0 3.4 0.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 4.8 0.3 1.0 0.6 0.1 0.0 2.3 1.0 0.0 0.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.2 0.0 20.2 11.9 11.2 10.7 16.1 0.0 22.4 14.8 0.0 14.6 LOS B A C B B B B A C B A B Approach Vol, veh/h 471 287 219 198 Approach Delay, s/veh 20.2 11.1 22.1 14.7 Approach LOS C B C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.6 13.5 6.8 20.5 5.1 17.0 4.7 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 19.3 5.1 22.5 5.1 19.3 5.1 22.5 Max Q Clear Time (g_c+I1), s 4.8 8.1 2.9 14.2 2.2 3.7 2.1 5.2 Green Ext Time s 0.0 0.9 0.0 1.9 0.0 0.2 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 17.4 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 277 271 149 96 108 94 378 200 270 959 7 v/c Ratio 0.07 0.73 0.50 0.54 0.22 0.16 0.47 0.42 0.34 0.57 0.77 0.01 Control Delay 24.7 52.2 7.0 34.4 32.4 0.5 25.4 34.7 2.7 22.2 36.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.7 52.2 7.0 34.4 32.4 0.5 25.4 34.7 2.7 22.2 36.0 0.0 Queue Length 50th (ft) 11 189 0 77 49 0 33 112 0 108 318 0 Queue Length 95th (ft) 29 282 58 128 105 0 70 176 18 188 443 0 Internal Link Dist (ft) 2558 3836 5106 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 347 532 654 277 460 [PHONE REDACTED] [PHONE REDACTED] 727 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.52 0.41 0.54 0.21 0.16 0.44 0.36 0.31 0.53 0.72 0.01 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 249 244 134 86 97 85 340 180 243 863 6 Future Volume (vph) 21 249 244 134 86 97 85 340 180 243 863 6 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 1485 1710 3420 1530 1693 3288 1530 Flt Permitted 0.69 1.00 1.00 0.33 1.00 1.00 0.20 1.00 1.00 0.39 1.00 1.00 Satd. Flow (perm) 1251 1782 1530 570 1374 1485 367 3420 1530 697 3288 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 23 277 271 149 96 108 94 378 200 270 959 7 RTOR Reduction (vph) 0 0 205 0 0 76 0 0 146 0 0 5 Lane Group Flow (vph) 23 277 66 149 96 32 94 378 54 270 959 2 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 29.1 27.3 27.3 41.7 33.6 33.6 35.7 30.5 30.5 54.3 40.1 40.1 Effective Green, g 29.1 27.3 27.3 41.7 33.6 33.6 35.7 30.5 30.5 54.3 40.1 40.1 Actuated g/C Ratio 0.26 0.24 0.24 0.37 0.30 0.30 0.32 0.27 0.27 0.48 0.36 0.36 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 330 431 370 288 409 442 178 925 [PHONE REDACTED] 544 v/s Ratio Prot 0.00 c0.16 0.04 c0.04 0.07 0.02 0.02 0.11 0.04 c0.08 c0.29 0.00 v/s Ratio Perm 0.02 0.15 0.14 0.20 v/c Ratio 0.07 0.64 0.18 0.52 0.23 0.07 0.53 0.41 0.13 0.58 0.82 0.00 Uniform Delay, d1 31.4 38.3 33.8 25.7 29.8 28.4 28.3 33.7 31.1 18.7 33.0 23.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 3.3 0.2 0.7 0.3 0.1 1.3 0.6 0.3 1.1 5.3 0.0 Delay 31.5 41.6 34.0 26.4 30.1 28.4 29.6 34.3 31.4 19.7 38.3 23.4 Level of Service C D C C C C C C C B D C Approach Delay 37.6 28.0 32.8 34.2 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 33.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length 112.7 Sum of lost time 32.0 Intersection Capacity Utilization 78.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 249 244 134 86 97 85 340 180 243 863 6 Future Volume (veh/h) 21 249 244 134 86 97 85 340 180 243 863 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 23 277 271 149 96 108 94 378 200 270 959 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 355 373 319 249 357 390 217 960 [PHONE REDACTED] 544 Arrive On Green 0.02 0.21 0.21 0.08 0.26 0.26 0.05 0.28 0.28 0.13 0.36 0.36 Sat Flow, veh/h 1714 1786 1525 1661 1365 1490 1714 3420 1525 1701 3313 1525 Grp Volume(v), veh/h 23 277 271 149 96 108 94 378 200 270 959 7 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1490 1714 1710 1525 1701 1657 1525 Q Serve(g_s), s 1.1 15.3 18.0 7.4 5.9 6.1 4.1 9.4 11.4 11.5 27.6 0.3 Cycle Q Clear(g_c), s 1.1 15.3 18.0 7.4 5.9 6.1 4.1 9.4 11.4 11.5 27.6 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 355 373 319 249 357 390 217 960 [PHONE REDACTED] 544 V/C Ratio(X) 0.06 0.74 0.85 0.60 0.27 0.28 0.43 0.39 0.47 0.60 0.81 0.01 Avail Cap(c_a), veh/h 396 526 449 249 441 [PHONE REDACTED] [PHONE REDACTED] 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 31.4 39.0 40.0 30.6 30.8 30.9 26.8 30.6 31.3 21.8 30.6 21.9 Incr Delay (d2), s/veh 0.0 3.5 10.5 2.8 0.4 0.4 0.5 0.6 1.7 0.7 4.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 7.0 7.6 3.1 2.0 0.0 1.7 3.9 4.4 4.6 11.5 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 31.5 42.4 50.5 33.4 31.2 31.3 27.3 31.2 33.0 22.4 35.0 21.9 LOS C D D C C C C C C C D C Approach Vol, veh/h 571 [PHONE REDACTED] Approach Delay, s/veh 45.8 32.1 31.2 32.2 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.4 34.5 14.7 46.5 15.0 29.0 22.7 38.5 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 34.0 7.0 42.0 8.0 31.0 18.0 31.0 Max Q Clear Time (g_c+I1), s 3.1 8.1 6.1 29.6 9.4 20.0 13.5 13.4 Green Ext Time s 0.0 0.9 0.0 8.0 0.0 2.0 0.2 5.4 Intersection Summary HCM 6th Ctrl Delay 34.7 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 1067 21 27 520 30 42 v/c Ratio 0.60 0.03 0.07 0.27 0.10 0.15 Control Delay 8.3 3.5 3.5 4.2 16.5 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 3.5 3.5 4.2 16.5 8.6 Queue Length 50th (ft) 52 0 2 20 5 0 Queue Length 95th (ft) 171 9 7 38 26 21 Internal Link Dist (ft) 3836 6200 3903 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 2291 1041 374 3057 886 715 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.02 0.07 0.17 0.03 0.06 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 960 19 24 468 27 38 Future Volume (vph) 960 19 24 468 27 38 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3386 1530 1710 3420 1710 1342 Flt Permitted 1.00 1.00 0.17 1.00 0.95 1.00 Satd. Flow (perm) 3386 1530 306 3420 1710 1342 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1067 21 27 520 30 42 RTOR Reduction (vph) 0 9 0 0 0 35 Lane Group Flow (vph) 1067 12 27 520 30 7 Heavy Vehicles 1% 0% 0% 0% 0% 14% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 19.0 19.0 24.2 24.2 6.5 6.5 Effective Green, g 19.0 19.0 24.2 24.2 6.5 6.5 Actuated g/C Ratio 0.48 0.48 0.61 0.61 0.16 0.16 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1620 [PHONE REDACTED] 279 219 v/s Ratio Prot c0.32 0.00 c0.15 c0.02 v/s Ratio Perm 0.01 0.08 0.01 v/c Ratio 0.66 0.02 0.13 0.25 0.11 0.03 Uniform Delay, d1 7.9 5.4 4.2 3.6 14.1 14.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.0 0.3 0.1 0.2 0.1 Delay 8.9 5.4 4.5 3.6 14.3 14.0 Level of Service A A A A B B Approach Delay 8.8 3.7 14.1 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 7.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 39.7 Sum of lost time 13.5 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 960 19 24 468 27 38 Future Volume (veh/h) 960 19 24 468 27 38 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1786 1800 1800 1800 1800 1603 Adj Flow Rate, veh/h 1067 21 27 520 30 42 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 0 0 0 0 14 Cap, veh/h 1578 [PHONE REDACTED] 233 184 Arrive On Green 0.47 0.47 0.03 0.62 0.14 0.14 Sat Flow, veh/h 3483 1525 1714 3510 1714 1359 Grp Volume(v), veh/h 1067 21 27 520 30 42 Grp Sat Flow(s),veh/h/ln 1697 1525 1714 1710 1714 1359 Q Serve(g_s), s 9.0 0.3 0.3 2.5 0.6 1.0 Cycle Q Clear(g_c), s 9.0 0.3 0.3 2.5 0.6 1.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1578 [PHONE REDACTED] 233 184 V/C Ratio(X) 0.68 0.03 0.07 0.25 0.13 0.23 Avail Cap(c_a), veh/h 2165 [PHONE REDACTED] 838 664 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.7 5.3 5.5 3.1 14.0 14.2 Incr Delay (d2), s/veh 0.5 0.0 0.1 0.1 0.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.1 0.1 0.3 0.2 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 8.2 5.4 5.6 3.2 14.3 14.8 LOS A A A A B B Approach Vol, veh/h 1088 547 72 Approach Delay, s/veh 8.1 3.3 14.6 Approach LOS A A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 9.5 5.7 21.6 27.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 23.5 33.0 Max Q Clear Time (g_c+I1), s 3.0 2.3 11.0 4.5 Green Ext Time s 0.1 0.0 6.1 3.8 Intersection Summary HCM 6th Ctrl Delay 6.9 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 10 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 206 247 336 83 112 156 v/c Ratio 0.47 0.44 0.52 0.08 0.34 0.37 Control Delay 17.7 5.1 8.1 4.3 19.2 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.7 5.1 8.1 4.3 19.2 6.7 Queue Length 50th (ft) 42 0 33 7 23 0 Queue Length 95th (ft) 95 39 81 22 65 37 Internal Link Dist (ft) 2600 1170 5156 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 766 [PHONE REDACTED] 727 745 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.31 0.50 0.06 0.15 0.21 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 11 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 185 222 302 75 101 140 Future Volume (vph) 185 222 302 75 101 140 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1515 1644 1800 1660 1500 Flt Permitted 1.00 1.00 0.45 1.00 0.95 1.00 Satd. Flow (perm) 1748 1515 770 1800 1660 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 206 247 336 83 112 156 RTOR Reduction (vph) 0 183 0 0 0 125 Lane Group Flow (vph) 206 64 336 83 112 31 Heavy Vehicles 3% 1% 4% 0% 3% 2% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 10.9 10.9 24.7 24.7 8.4 8.4 Effective Green, g 10.9 10.9 24.7 24.7 8.4 8.4 Actuated g/C Ratio 0.26 0.26 0.59 0.59 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 452 [PHONE REDACTED] 331 299 v/s Ratio Prot 0.12 c0.12 0.05 c0.07 v/s Ratio Perm 0.04 c0.19 0.02 v/c Ratio 0.46 0.16 0.52 0.08 0.34 0.10 Uniform Delay, d1 13.1 12.1 4.9 3.8 14.5 13.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.2 0.8 0.0 0.6 0.2 Delay 13.8 12.3 5.6 3.8 15.1 13.9 Level of Service B B A A B B Approach Delay 13.0 5.3 14.4 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 42.1 Sum of lost time 13.5 Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 185 222 302 75 101 140 Future Volume (veh/h) 185 222 302 75 101 140 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1758 1786 1744 1800 1758 1772 Adj Flow Rate, veh/h 206 247 336 83 112 156 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 1 4 0 3 2 Cap, veh/h 436 [PHONE REDACTED] 289 259 Arrive On Green 0.25 0.25 0.19 0.57 0.17 0.17 Sat Flow, veh/h 1758 1514 1661 1800 1674 1502 Grp Volume(v), veh/h 206 247 336 83 112 156 Grp Sat Flow(s),veh/h/ln 1758 1514 1661 1800 1674 1502 Q Serve(g_s), s 3.5 5.1 4.4 0.7 2.1 3.3 Cycle Q Clear(g_c), s 3.5 5.1 4.4 0.7 2.1 3.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 436 [PHONE REDACTED] 289 259 V/C Ratio(X) 0.47 0.66 0.51 0.08 0.39 0.60 Avail Cap(c_a), veh/h 912 [PHONE REDACTED] 869 779 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.1 11.7 6.2 3.4 12.7 13.2 Incr Delay (d2), s/veh 0.8 2.0 0.6 0.0 0.8 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 1.5 0.9 0.1 0.7 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.9 13.7 6.8 3.4 13.6 15.5 LOS B B A A B B Approach Vol, veh/h 453 419 268 Approach Delay, s/veh 12.9 6.1 14.7 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 10.5 11.1 13.1 24.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 10.5 18.0 33.0 Max Q Clear Time (g_c+I1), s 5.3 6.4 7.1 2.7 Green Ext Time s 0.7 0.4 1.6 0.4 Intersection Summary HCM 6th Ctrl Delay 10.8 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 213 348 43 98 98 67 v/c Ratio 0.36 0.47 0.09 0.14 0.23 0.15 Control Delay 11.0 4.0 4.9 5.2 13.8 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 4.0 4.9 5.2 13.8 6.0 Queue Length 50th (ft) 17 0 3 7 9 0 Queue Length 95th (ft) 79 39 13 24 52 23 Internal Link Dist (ft) 3891 1279 5173 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 1115 1101 463 1449 1088 1026 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.32 0.09 0.07 0.09 0.07 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 14 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 198 324 40 91 91 62 Future Volume (vph) 198 324 40 91 91 62 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1530 1598 1698 1660 1530 Flt Permitted 1.00 1.00 0.44 1.00 0.95 1.00 Satd. Flow (perm) 1748 1530 736 1698 1660 1530 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 213 348 43 98 98 67 RTOR Reduction (vph) 0 239 0 0 0 51 Lane Group Flow (vph) 213 109 43 98 98 16 Heavy Vehicles 3% 0% 7% 6% 3% 0% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 10.5 10.5 16.4 16.4 8.1 8.1 Effective Green, g 10.5 10.5 16.4 16.4 8.1 8.1 Actuated g/C Ratio 0.31 0.31 0.49 0.49 0.24 0.24 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 547 479 396 831 401 369 v/s Ratio Prot c0.12 0.00 c0.06 c0.06 v/s Ratio Perm 0.07 0.05 0.01 v/c Ratio 0.39 0.23 0.11 0.12 0.24 0.04 Uniform Delay, d1 9.0 8.5 4.8 4.6 10.2 9.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.2 0.1 0.1 0.3 0.0 Delay 9.5 8.7 4.9 4.7 10.6 9.8 Level of Service A A A A B A Approach Delay 9.0 4.8 10.2 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 8.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.32 Actuated Cycle Length 33.5 Sum of lost time 13.5 Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 15 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 198 324 40 91 91 62 Future Volume (veh/h) 198 324 40 91 91 62 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1758 1800 1702 1716 1758 1800 Adj Flow Rate, veh/h 213 348 43 98 98 67 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 0 7 6 3 0 Cap, veh/h 576 499 515 908 282 257 Arrive On Green 0.33 0.33 0.05 0.53 0.17 0.17 Sat Flow, veh/h 1758 1525 1621 1716 1674 1525 Grp Volume(v), veh/h 213 348 43 98 98 67 Grp Sat Flow(s),veh/h/ln 1758 1525 1621 1716 1674 1525 Q Serve(g_s), s 2.8 5.9 0.4 0.8 1.5 1.1 Cycle Q Clear(g_c), s 2.8 5.9 0.4 0.8 1.5 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 576 499 515 908 282 257 V/C Ratio(X) 0.37 0.70 0.08 0.11 0.35 0.26 Avail Cap(c_a), veh/h 1064 [PHONE REDACTED] 1042 949 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.7 8.7 5.1 3.5 10.9 10.8 Incr Delay (d2), s/veh 0.4 1.8 0.1 0.1 0.7 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.4 0.1 0.1 0.5 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 8.0 10.5 5.2 3.5 11.7 11.3 LOS A B A A B B Approach Vol, veh/h 561 141 165 Approach Delay, s/veh 9.6 4.0 11.5 Approach LOS A A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 9.5 6.0 14.2 20.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 18.0 27.5 Max Q Clear Time (g_c+I1), s 3.5 2.4 7.9 2.8 Green Ext Time s 0.4 0.0 1.9 0.5 Intersection Summary HCM 6th Ctrl Delay 9.0 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 16 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 64 1161 485 53 163 135 v/c Ratio 0.17 0.65 0.36 0.08 0.41 0.32 Control Delay 6.0 8.9 10.8 4.3 18.1 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.0 8.9 10.8 4.3 18.1 6.0 Queue Length 50th (ft) 6 82 45 0 32 0 Queue Length 95th (ft) 21 160 86 17 79 31 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 200 150 100 Base Capacity (vph) 384 2325 1527 718 805 709 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.50 0.32 0.07 0.20 0.19 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 17 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 60 1091 456 50 153 127 Future Volume (vph) 60 1091 456 50 153 127 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1326 3320 3288 1485 1710 1354 Flt Permitted 0.38 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 524 3320 3288 1485 1710 1354 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 64 1161 485 53 163 135 RTOR Reduction (vph) 0 0 0 32 0 105 Lane Group Flow (vph) 64 1161 485 21 163 30 Heavy Vehicles 29% 3% 4% 3% 0% 13% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 24.1 24.1 16.9 16.9 9.5 9.5 Effective Green, g 24.1 24.1 16.9 16.9 9.5 9.5 Actuated g/C Ratio 0.57 0.57 0.40 0.40 0.22 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 347 1878 1304 589 381 301 v/s Ratio Prot 0.01 c0.35 0.15 c0.10 v/s Ratio Perm 0.09 0.01 0.02 v/c Ratio 0.18 0.62 0.37 0.04 0.43 0.10 Uniform Delay, d1 4.5 6.2 9.1 7.9 14.2 13.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.6 0.2 0.0 0.8 0.1 Delay 4.7 6.8 9.3 7.9 15.0 13.3 Level of Service A A A A B B Approach Delay 6.7 9.1 14.2 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 8.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 42.6 Sum of lost time 13.5 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 18 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 60 1091 456 50 153 127 Future Volume (veh/h) 60 1091 456 50 153 127 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1393 1758 1744 1758 1800 1617 Adj Flow Rate, veh/h 64 1161 485 53 163 135 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 29 3 4 3 0 13 Cap, veh/h 468 1838 1144 514 300 240 Arrive On Green 0.07 0.55 0.35 0.35 0.17 0.17 Sat Flow, veh/h 1327 3428 3400 1490 1714 1371 Grp Volume(v), veh/h 64 1161 485 53 163 135 Grp Sat Flow(s),veh/h/ln 1327 1670 1657 1490 1714 1371 Q Serve(g_s), s 0.9 7.8 3.7 0.8 2.8 3.0 Cycle Q Clear(g_c), s 0.9 7.8 3.7 0.8 2.8 3.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 468 1838 1144 514 300 240 V/C Ratio(X) 0.14 0.63 0.42 0.10 0.54 0.56 Avail Cap(c_a), veh/h 582 2807 1823 819 969 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 5.3 5.1 8.2 7.3 12.3 12.4 Incr Delay (d2), s/veh 0.1 0.4 0.2 0.1 1.5 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.2 0.9 0.2 1.0 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 5.4 5.4 8.5 7.4 13.8 14.4 LOS A A A A B B Approach Vol, veh/h 1225 538 298 Approach Delay, s/veh 5.4 8.4 14.1 Approach LOS A A B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 10.2 6.7 15.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 18.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 9.8 5.0 2.9 5.7 Green Ext Time s 8.2 0.8 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 7.5 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 81 742 371 154 444 91 274 167 155 193 355 68 v/c Ratio 0.22 0.73 0.51 0.61 0.38 0.14 0.77 0.38 0.32 0.45 0.86 0.14 Control Delay 17.8 34.7 5.7 28.8 25.5 0.4 57.0 31.7 5.9 22.8 55.7 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.8 34.7 5.7 28.8 25.5 0.4 57.0 31.7 5.9 22.8 55.7 0.6 Queue Length 50th (ft) 28 215 0 56 111 0 86 84 0 76 207 0 Queue Length 95th (ft) 59 296 67 #110 163 1 #147 142 41 125 #335 0 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 200 200 200 200 150 150 100 100 Base Capacity (vph) 375 1021 [PHONE REDACTED] 663 377 524 543 439 497 532 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.73 0.51 0.61 0.38 0.14 0.73 0.32 0.29 0.44 0.71 0.13 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 705 352 146 422 86 260 159 147 183 337 65 Future Volume (vph) 77 705 352 146 422 86 260 159 147 183 337 65 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1644 3226 1500 1583 3167 1530 3252 1714 1404 1710 1748 1457 Flt Permitted 0.49 1.00 1.00 0.21 1.00 1.00 0.95 1.00 1.00 0.65 1.00 1.00 Satd. Flow (perm) 856 3226 1500 344 3167 1530 3252 1714 1404 1173 1748 1457 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 81 742 371 154 444 91 274 167 155 193 355 68 RTOR Reduction (vph) 0 0 250 0 0 58 0 0 116 0 0 52 Lane Group Flow (vph) 81 742 121 154 444 33 274 167 39 193 355 16 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA Prot pm+pt NA Prot Prot NA Prot pm+pt NA Perm Protected Phases 1 6 6 5 2 2 3 8 8 7 4 Permitted Phases 6 2 4 4 Actuated Green, G 36.1 31.4 31.4 42.7 34.7 34.7 10.5 24.3 24.3 31.2 22.5 22.5 Effective Green, g 36.1 31.4 31.4 42.7 34.7 34.7 10.5 24.3 24.3 31.2 22.5 22.5 Actuated g/C Ratio 0.37 0.33 0.33 0.44 0.36 0.36 0.11 0.25 0.25 0.32 0.23 0.23 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 358 1050 [PHONE REDACTED] 550 354 432 353 428 407 340 v/s Ratio Prot 0.01 c0.23 0.08 c0.05 0.14 0.02 c0.08 0.10 0.03 0.04 c0.20 v/s Ratio Perm 0.07 c0.22 0.11 0.01 v/c Ratio 0.23 0.71 0.25 0.60 0.39 0.06 0.77 0.39 0.11 0.45 0.87 0.05 Uniform Delay, d1 19.8 28.5 23.8 18.2 23.0 20.2 41.8 29.9 27.7 24.9 35.6 28.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 4.0 1.2 2.8 0.2 0.0 9.3 0.2 0.1 0.3 17.7 0.0 Delay 20.0 32.5 25.0 20.9 23.1 20.2 51.1 30.1 27.8 25.1 53.3 28.7 Level of Service B C C C C C D C C C D C Approach Delay 29.3 22.3 39.1 41.7 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 32.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length 96.4 Sum of lost time 24.0 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 705 352 146 422 86 260 159 147 183 337 65 Future Volume (veh/h) 77 705 352 146 422 86 260 159 147 183 337 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 81 742 371 154 444 91 274 167 155 193 355 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 378 1061 [PHONE REDACTED] 550 342 405 332 409 399 333 Arrive On Green 0.05 0.33 0.33 0.08 0.36 0.36 0.10 0.23 0.23 0.10 0.23 0.23 Sat Flow, veh/h 1661 3260 1502 1607 3207 1525 3274 1730 1418 1714 1758 1466 Grp Volume(v), veh/h 81 742 371 154 444 91 274 167 155 193 355 68 Grp Sat Flow(s),veh/h/ln 1661 1630 1502 1607 1603 1525 1637 1730 1418 1714 1758 1466 Q Serve(g_s), s 3.0 18.3 20.4 5.8 9.5 3.7 7.5 7.5 8.7 7.9 18.0 3.5 Cycle Q Clear(g_c), s 3.0 18.3 20.4 5.8 9.5 3.7 7.5 7.5 8.7 7.9 18.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 378 1061 [PHONE REDACTED] 550 342 405 332 409 399 333 V/C Ratio(X) 0.21 0.70 0.76 0.57 0.38 0.17 0.80 0.41 0.47 0.47 0.89 0.20 Avail Cap(c_a), veh/h 407 1061 [PHONE REDACTED] 550 391 544 446 409 515 429 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 19.3 27.2 27.9 20.5 21.9 20.0 40.4 29.9 30.4 24.0 34.5 28.9 Incr Delay (d2), s/veh 0.1 3.8 10.6 1.5 0.2 0.1 8.8 0.3 0.4 0.3 12.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 7.5 8.5 2.2 3.5 1.3 3.4 3.1 2.9 3.2 8.9 1.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 19.4 31.0 38.5 22.1 22.0 20.1 49.1 30.2 30.8 24.3 46.9 29.0 LOS B C D C C C D C C C D C Approach Vol, veh/h 1194 689 596 616 Approach Delay, s/veh 32.5 21.8 39.0 37.9 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.4 39.3 15.6 26.9 13.6 36.0 15.0 27.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 32.0 11.0 27.0 8.0 30.0 9.0 29.0 Max Q Clear Time (g_c+I1), s 5.0 11.5 9.5 20.0 7.8 22.4 9.9 10.7 Green Ext Time s 0.0 2.6 0.1 0.9 0.0 3.3 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 32.5 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 31 1062 35 60 571 114 47 13 86 516 42 84 v/c Ratio 0.08 0.76 0.05 0.29 0.39 0.15 0.21 0.09 0.31 0.70 0.08 0.16 Control Delay 9.9 23.9 0.1 13.4 16.1 1.4 22.8 38.5 2.9 34.9 25.2 3.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 23.9 0.1 13.4 16.1 1.4 22.8 38.5 2.9 34.9 25.2 3.4 Queue Length 50th (ft) 7 239 0 14 105 0 16 7 0 129 17 0 Queue Length 95th (ft) 20 327 0 33 153 13 40 24 1 190 43 21 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 200 200 Base Capacity (vph) 394 1677 [PHONE REDACTED] 847 225 485 532 862 834 770 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.63 0.04 0.29 0.34 0.13 0.21 0.03 0.16 0.60 0.05 0.11 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 1009 33 57 542 108 45 12 82 490 40 80 Future Volume (vph) 29 1009 33 57 542 108 45 12 82 490 40 80 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 3320 1457 1660 3320 1500 1710 1800 1530 3285 1800 1530 Flt Permitted 0.39 1.00 1.00 0.13 1.00 1.00 0.73 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 697 3320 1457 225 3320 1500 1313 1800 1530 3285 1800 1530 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 1062 35 60 571 114 47 13 86 516 42 84 RTOR Reduction (vph) 0 0 21 0 0 66 0 0 77 0 0 60 Lane Group Flow (vph) 31 1062 14 60 571 48 47 13 9 516 42 24 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G 36.0 33.3 33.3 38.0 34.3 34.3 11.2 8.5 8.5 17.3 23.1 23.1 Effective Green, g 36.0 33.3 33.3 38.0 34.3 34.3 11.2 8.5 8.5 17.3 23.1 23.1 Actuated g/C Ratio 0.45 0.41 0.41 0.47 0.42 0.42 0.14 0.11 0.11 0.21 0.29 0.29 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 344 1368 [PHONE REDACTED] 636 195 189 160 703 514 437 v/s Ratio Prot 0.00 c0.32 c0.02 0.17 0.01 0.01 c0.16 0.02 v/s Ratio Perm 0.04 0.01 0.15 0.03 c0.03 0.01 0.02 v/c Ratio 0.09 0.78 0.02 0.35 0.41 0.08 0.24 0.07 0.06 0.73 0.08 0.05 Uniform Delay, d1 12.7 20.5 14.1 14.0 16.2 13.8 30.8 32.6 32.5 29.6 21.1 20.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 2.8 0.0 1.2 0.2 0.1 0.6 0.2 0.1 4.0 0.1 0.1 Delay 12.9 23.4 14.1 15.3 16.4 13.9 31.5 32.7 32.7 33.6 21.2 21.0 Level of Service B C B B B B C C C C C C Approach Delay 22.8 15.9 32.3 31.1 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 80.8 Sum of lost time 18.0 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 1009 33 57 542 108 45 12 82 490 40 80 Future Volume (veh/h) 29 1009 33 57 542 108 45 12 82 490 40 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 31 1062 35 60 571 114 47 13 86 516 42 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 396 1365 [PHONE REDACTED] 639 289 156 132 645 430 365 Arrive On Green 0.03 0.41 0.41 0.05 0.43 0.43 0.04 0.09 0.09 0.20 0.24 0.24 Sat Flow, veh/h 1714 3340 1466 1674 3340 1502 1714 1800 1525 3300 1800 1525 Grp Volume(v), veh/h 31 1062 35 60 571 114 47 13 86 516 42 84 Grp Sat Flow(s),veh/h/ln 1714 1670 1466 1674 1670 1502 1714 1800 1525 1650 1800 1525 Q Serve(g_s), s 0.7 19.1 1.0 1.4 8.2 3.3 1.7 0.5 3.8 10.3 1.3 3.1 Cycle Q Clear(g_c), s 0.7 19.1 1.0 1.4 8.2 3.3 1.7 0.5 3.8 10.3 1.3 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 1365 [PHONE REDACTED] 639 289 156 132 645 430 365 V/C Ratio(X) 0.08 0.78 0.06 0.24 0.40 0.18 0.16 0.08 0.65 0.80 0.10 0.23 Avail Cap(c_a), veh/h 464 1809 [PHONE REDACTED] 813 342 520 441 929 894 758 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.4 17.8 12.4 13.5 13.8 12.4 27.0 29.1 30.6 26.6 20.5 21.2 Incr Delay (d2), s/veh 0.1 1.6 0.0 0.5 0.2 0.1 0.3 0.2 5.3 3.3 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 6.9 0.3 0.5 2.8 1.0 0.7 0.2 1.5 4.1 0.5 1.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.5 19.4 12.4 14.0 14.0 12.5 27.2 29.3 35.9 29.8 20.6 21.5 LOS B B B B B B C C D C C C Approach Vol, veh/h 1128 745 146 642 Approach Delay, s/veh 18.9 13.7 32.5 28.2 Approach LOS B B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.0 10.5 7.9 32.8 7.5 21.0 6.7 34.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 20.0 5.0 37.5 5.1 34.4 5.0 37.5 Max Q Clear Time (g_c+I1), s 12.3 5.8 3.4 21.1 3.7 5.1 2.7 10.2 Green Ext Time s 1.2 0.2 0.0 7.2 0.0 0.5 0.0 4.6 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 2045 Background (with Imp) Mit RCUT AM 117: SH 44 & Can Ada Road 01/12/2023 2045 Background (with Imp) Mit RCUT AM 1:56 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 93 1244 456 77 0 280 Future Vol, veh/h 93 1244 456 77 0 280 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 99 1323 485 82 0 298 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 567 0 - 0 - 243 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 1001 - - - 0 758 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1001 - - - - 758 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.6 0 12.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1001 - - - 758 HCM Lane V/C Ratio 0.099 - - - 0.393 HCM Control Delay 9 - - - 12.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.3 - - - 1.9 ---PAGE BREAK--- HCM 6th TWSC 2045 Background (with Imp) Mit RCUT AM 119: SH 44 & Plummer Road 01/12/2023 2045 Background (with Imp) Mit RCUT AM 1:56 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 10.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 1499 73 57 587 120 0 0 139 0 0 610 Future Vol, veh/h 29 1499 73 57 587 120 0 0 139 0 0 610 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 31 1578 77 60 618 126 0 0 146 0 0 642 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 744 0 0 1655 0 0 - - 789 - - 309 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 859 - - 386 - - 0 0 333 0 0 687 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 859 - - 386 - - - - 333 - - 687 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.2 1.2 24 44.7 HCM LOS C E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 333 859 - - 386 - - 687 HCM Lane V/C Ratio 0.439 0.036 - - 0.155 - - 0.935 HCM Control Delay 24 9.3 - - 16 - - 44.7 HCM Lane LOS C A - - C - - E HCM 95th %tile Q(veh) 2.2 0.1 - - 0.5 - - 13 ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 6 232 182 663 140 344 416 68 44 v/c Ratio 0.03 0.45 0.38 0.84 0.19 0.69 0.77 0.28 0.12 Control Delay 10.6 23.2 14.1 29.9 4.2 28.6 35.7 19.8 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.6 23.2 14.1 29.9 4.2 28.6 35.7 19.8 22.4 Queue Length 50th (ft) 2 87 49 257 3 117 167 19 13 Queue Length 95th (ft) 7 143 85 #534 37 #287 #393 55 44 Internal Link Dist (ft) 3919 2558 3989 3904 Turn Bay Length (ft) 100 100 100 100 100 Base Capacity (vph) 216 [PHONE REDACTED] 922 496 567 245 471 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.25 0.38 0.66 0.15 0.69 0.73 0.28 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 201 8 164 597 126 310 218 157 61 31 9 Future Volume (vph) 5 201 8 164 597 126 310 218 157 61 31 9 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.94 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1772 1710 1782 1530 1710 1687 1710 1739 Flt Permitted 0.18 1.00 0.46 1.00 1.00 0.58 1.00 0.32 1.00 Satd. Flow (perm) 318 1772 820 1782 1530 1035 1687 570 1739 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 6 223 9 182 663 140 344 242 174 68 34 10 RTOR Reduction (vph) 0 2 0 0 0 74 0 27 0 0 8 0 Lane Group Flow (vph) 6 230 0 182 663 66 344 389 0 68 36 0 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 26.2 25.4 37.9 32.6 32.6 30.7 22.4 20.7 16.9 Effective Green, g 26.2 25.4 37.9 32.6 32.6 30.7 22.4 20.7 16.9 Actuated g/C Ratio 0.34 0.33 0.49 0.42 0.42 0.40 0.29 0.27 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 121 580 492 748 642 490 486 207 378 v/s Ratio Prot 0.00 0.13 c0.04 c0.37 c0.08 c0.23 0.02 0.02 v/s Ratio Perm 0.02 0.14 0.04 0.19 0.07 v/c Ratio 0.05 0.40 0.37 0.89 0.10 0.70 0.80 0.33 0.10 Uniform Delay, d1 18.5 20.2 11.8 20.8 13.6 18.8 25.5 22.0 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.4 0.5 12.2 0.1 4.5 9.2 0.9 0.1 Delay 18.6 20.6 12.3 33.0 13.7 23.3 34.7 23.0 24.4 Level of Service B C B C B C C C C Approach Delay 20.6 26.5 29.5 23.5 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 26.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length 77.6 Sum of lost time 18.0 Intersection Capacity Utilization 78.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 201 8 164 597 126 310 218 157 61 31 9 Future Volume (veh/h) 5 201 8 164 597 126 310 218 157 61 31 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 6 223 9 182 663 140 344 242 174 68 34 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0 Cap, veh/h 167 580 23 533 755 645 560 269 193 220 276 81 Arrive On Green 0.01 0.34 0.34 0.09 0.42 0.42 0.12 0.28 0.28 0.05 0.21 0.21 Sat Flow, veh/h 1714 1705 69 1714 1786 1525 1714 [PHONE REDACTED] 1336 393 Grp Volume(v), veh/h 6 0 232 182 663 140 344 0 416 68 0 44 Grp Sat Flow(s),veh/h/ln 1714 0 1774 1714 1786 1525 1714 0 1674 1714 0 1729 Q Serve(g_s), s 0.2 0.0 7.4 4.8 25.3 4.3 8.9 0.0 17.7 2.3 0.0 1.5 Cycle Q Clear(g_c), s 0.2 0.0 7.4 4.8 25.3 4.3 8.9 0.0 17.7 2.3 0.0 1.5 Prop In Lane 1.00 0.04 1.00 1.00 1.00 0.42 1.00 0.23 Lane Grp Cap(c), veh/h 167 0 604 533 755 645 560 0 462 220 0 357 V/C Ratio(X) 0.04 0.00 0.38 0.34 0.88 0.22 0.61 0.00 0.90 0.31 0.00 0.12 Avail Cap(c_a), veh/h 269 0 874 564 952 813 560 0 506 251 0 434 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 18.3 0.0 18.5 12.9 19.6 13.6 20.4 0.0 25.9 22.4 0.0 23.9 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.4 7.9 0.2 2.0 0.0 18.2 0.8 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.9 1.7 11.1 1.4 1.0 0.0 9.0 0.9 0.0 0.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.4 0.0 18.9 13.3 27.5 13.8 22.3 0.0 44.1 23.2 0.0 24.1 LOS B A B B C B C A D C A C Approach Vol, veh/h 238 985 760 112 Approach Delay, s/veh 18.9 22.9 34.2 23.6 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 24.9 11.2 29.7 13.4 19.8 5.1 35.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 22.4 8.0 36.5 8.9 18.6 5.0 39.5 Max Q Clear Time (g_c+I1), s 4.3 19.7 6.8 9.4 10.9 3.5 2.2 27.3 Green Ext Time s 0.0 0.7 0.1 1.4 0.0 0.1 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 26.6 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 132 137 176 503 615 167 977 96 101 506 44 v/c Ratio 0.45 0.30 0.28 0.40 0.87 0.79 0.42 0.84 0.16 0.39 0.39 0.07 Control Delay 36.6 39.8 5.5 29.7 58.1 32.6 23.9 47.0 0.9 22.5 30.2 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.6 39.8 5.5 29.7 58.1 32.6 23.9 47.0 0.9 22.5 30.2 0.2 Queue Length 50th (ft) 36 87 0 97 397 392 76 398 0 44 164 0 Queue Length 95th (ft) 78 159 40 174 #647 549 133 #643 3 84 230 0 Internal Link Dist (ft) 2558 3836 5106 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 157 639 651 435 733 [PHONE REDACTED] [PHONE REDACTED] 822 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.21 0.21 0.40 0.69 0.66 0.41 0.79 0.15 0.24 0.30 0.05 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 129 134 172 493 603 164 957 94 99 496 43 Future Volume (vph) 70 129 134 172 493 603 164 957 94 99 496 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 1530 1693 3353 1485 1710 3353 1530 Flt Permitted 0.19 1.00 1.00 0.55 1.00 1.00 0.43 1.00 1.00 0.10 1.00 1.00 Satd. Flow (perm) 347 1765 1530 954 1782 1530 773 3353 1485 184 3353 1530 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 132 137 176 503 615 167 977 96 101 506 44 RTOR Reduction (vph) 0 0 101 0 0 37 0 0 63 0 0 27 Lane Group Flow (vph) 71 132 36 176 503 578 167 977 33 101 506 17 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA Perm pm+pt NA pm+ov pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green, G 37.0 33.2 33.2 50.4 40.6 54.7 53.4 43.8 43.8 62.4 48.3 48.3 Effective Green, g 37.0 33.2 33.2 50.4 40.6 54.7 53.4 43.8 43.8 62.4 48.3 48.3 Actuated g/C Ratio 0.29 0.26 0.26 0.40 0.32 0.43 0.42 0.35 0.35 0.49 0.38 0.38 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 142 463 402 443 572 [PHONE REDACTED] [PHONE REDACTED] 585 v/s Ratio Prot 0.01 0.07 c0.04 c0.28 c0.09 0.03 c0.29 0.04 c0.15 v/s Ratio Perm 0.13 0.02 0.12 0.29 0.15 0.02 0.15 0.01 v/c Ratio 0.50 0.29 0.09 0.40 0.88 0.79 0.42 0.84 0.06 0.39 0.39 0.03 Uniform Delay, d1 34.9 37.1 35.1 25.8 40.5 30.8 23.4 38.0 27.6 22.0 28.4 24.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 0.3 0.1 0.6 14.4 5.6 0.7 5.6 0.1 1.0 0.2 0.0 Delay 37.7 37.4 35.2 26.4 54.9 36.3 24.1 43.7 27.6 23.0 28.6 24.4 Level of Service D D D C D D C D C C C C Approach Delay 36.6 42.2 39.8 27.4 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 38.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length 126.3 Sum of lost time 24.0 Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 129 134 172 493 603 164 957 94 99 496 43 Future Volume (veh/h) 70 129 134 172 493 603 164 957 94 99 496 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 71 132 137 176 503 615 167 977 96 101 506 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 201 618 532 520 699 [PHONE REDACTED] [PHONE REDACTED] 461 Arrive On Green 0.04 0.35 0.35 0.08 0.39 0.39 0.08 0.32 0.32 0.06 0.30 0.30 Sat Flow, veh/h 1714 1772 1525 1674 1786 1525 1701 3367 1490 1714 3367 1525 Grp Volume(v), veh/h 71 132 137 176 503 615 167 977 96 101 506 44 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1525 1701 1683 1490 1714 1683 1525 Q Serve(g_s), s 3.4 6.7 8.2 8.3 30.3 47.5 8.6 35.1 5.9 5.1 15.7 2.6 Cycle Q Clear(g_c), s 3.4 6.7 8.2 8.3 30.3 47.5 8.6 35.1 5.9 5.1 15.7 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 201 618 532 520 699 [PHONE REDACTED] [PHONE REDACTED] 461 V/C Ratio(X) 0.35 0.21 0.26 0.34 0.72 0.90 0.48 0.89 0.20 0.57 0.50 0.10 Avail Cap(c_a), veh/h 202 618 532 528 702 [PHONE REDACTED] [PHONE REDACTED] 732 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 27.7 29.1 29.6 22.5 32.8 32.5 28.2 40.8 31.0 32.8 36.4 31.9 Incr Delay (d2), s/veh 1.0 0.2 0.3 0.4 3.6 15.0 1.1 8.4 0.2 2.8 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 2.9 3.1 3.4 13.7 20.0 3.6 15.7 2.2 2.3 6.5 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 28.7 29.3 29.9 22.8 36.3 47.5 29.3 49.2 31.2 35.6 36.8 32.0 LOS C C C C D D C D C D D C Approach Vol, veh/h 340 1294 1240 651 Approach Delay, s/veh 29.4 39.8 45.1 36.3 Approach LOS C D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.9 55.8 16.0 44.4 16.4 50.4 13.1 47.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 50.0 10.0 61.0 11.0 44.0 26.0 45.0 Max Q Clear Time (g_c+I1), s 5.4 49.5 10.6 17.7 10.3 10.2 7.1 37.1 Green Ext Time s 0.0 0.3 0.0 4.0 0.0 1.2 0.2 4.2 Intersection Summary HCM 6th Ctrl Delay 40.0 HCM 6th LOS D ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 438 20 5 1329 121 23 v/c Ratio 0.24 0.02 0.01 0.68 0.36 0.07 Control Delay 6.8 4.4 4.2 8.6 18.8 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.8 4.4 4.2 8.6 18.8 7.9 Queue Length 50th (ft) 21 0 1 93 28 0 Queue Length 95th (ft) 73 10 4 179 62 13 Internal Link Dist (ft) 3836 6200 3903 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 1853 [PHONE REDACTED] 738 706 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.02 0.01 0.58 0.16 0.03 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 416 19 5 1263 115 22 Future Volume (vph) 416 19 5 1263 115 22 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3386 1530 1710 3386 1629 1530 Flt Permitted 1.00 1.00 0.41 1.00 0.95 1.00 Satd. Flow (perm) 3386 1530 747 3386 1629 1530 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 438 20 5 1329 121 23 RTOR Reduction (vph) 0 10 0 0 0 19 Lane Group Flow (vph) 438 10 5 1329 121 4 Heavy Vehicles 1% 0% 0% 1% 5% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 1 1 Permitted Phases 4 8 Actuated Green, G 22.5 22.5 27.9 27.9 8.6 8.6 Effective Green, g 22.5 22.5 27.9 27.9 8.6 8.6 Actuated g/C Ratio 0.49 0.49 0.61 0.61 0.19 0.19 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1674 [PHONE REDACTED] 307 289 v/s Ratio Prot 0.13 0.00 c0.39 c0.07 0.00 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.26 0.01 0.01 0.64 0.39 0.02 Uniform Delay, d1 6.7 5.9 3.6 5.6 16.2 15.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.0 0.7 0.8 0.0 Delay 6.8 5.9 3.6 6.3 17.0 15.0 Level of Service A A A A B B Approach Delay 6.7 6.3 16.7 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 7.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 45.5 Sum of lost time 13.5 Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 416 19 5 1263 115 22 Future Volume (veh/h) 416 19 5 1263 115 22 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1786 1800 1800 1786 1730 1800 Adj Flow Rate, veh/h 438 20 5 1329 121 23 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 0 0 1 5 0 Cap, veh/h 1528 [PHONE REDACTED] 242 224 Arrive On Green 0.45 0.45 0.01 0.59 0.15 0.15 Sat Flow, veh/h 3483 1525 1714 3483 1647 1525 Grp Volume(v), veh/h 438 20 5 1329 121 23 Grp Sat Flow(s),veh/h/ln 1697 1525 1714 1697 1647 1525 Q Serve(g_s), s 2.8 0.2 0.0 9.0 2.3 0.4 Cycle Q Clear(g_c), s 2.8 0.2 0.0 9.0 2.3 0.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1528 [PHONE REDACTED] 242 224 V/C Ratio(X) 0.29 0.03 0.01 0.66 0.50 0.10 Avail Cap(c_a), veh/h 1793 [PHONE REDACTED] 895 828 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 5.9 5.2 4.3 4.7 13.4 12.6 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.4 1.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 0.0 1.2 0.8 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 6.0 5.2 4.3 5.1 15.0 12.8 LOS A A A A B B Approach Vol, veh/h 458 1334 144 Approach Delay, s/veh 6.0 5.1 14.6 Approach LOS A A B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 4.7 19.8 9.5 24.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 18.0 18.5 27.5 Max Q Clear Time (g_c+I1), s 2.0 4.8 4.3 11.0 Green Ext Time s 0.0 2.4 0.3 9.1 Intersection Summary HCM 6th Ctrl Delay 6.0 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 10 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 132 200 642 244 153 189 v/c Ratio 0.40 0.45 0.81 0.22 0.45 0.42 Control Delay 23.5 7.6 16.9 5.1 24.1 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.5 7.6 16.9 5.1 24.1 7.0 Queue Length 50th (ft) 36 0 93 25 41 0 Queue Length 95th (ft) 86 45 #282 63 97 44 Internal Link Dist (ft) 2600 1170 5156 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 664 [PHONE REDACTED] 631 684 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.29 0.74 0.16 0.24 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 11 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 120 182 584 222 139 172 Future Volume (vph) 120 182 584 222 139 172 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1800 1500 1676 1800 1710 1530 Flt Permitted 1.00 1.00 0.46 1.00 0.95 1.00 Satd. Flow (perm) 1800 1500 808 1800 1710 1530 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 132 200 642 244 153 189 RTOR Reduction (vph) 0 162 0 0 0 151 Lane Group Flow (vph) 132 38 642 244 153 38 Heavy Vehicles 0% 2% 2% 0% 0% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 2 2 Permitted Phases 4 8 Actuated Green, G 9.6 9.6 31.2 31.2 10.0 10.0 Effective Green, g 9.6 9.6 31.2 31.2 10.0 10.0 Actuated g/C Ratio 0.19 0.19 0.62 0.62 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 344 [PHONE REDACTED] 340 304 v/s Ratio Prot 0.07 c0.27 0.14 c0.09 0.02 v/s Ratio Perm 0.03 c0.23 v/c Ratio 0.38 0.13 0.81 0.22 0.45 0.12 Uniform Delay, d1 17.7 16.8 6.3 4.2 17.7 16.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.2 6.0 0.1 0.9 0.2 Delay 18.4 17.1 12.2 4.3 18.6 16.7 Level of Service B B B A B B Approach Delay 17.6 10.0 17.6 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length 50.2 Sum of lost time 13.5 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 120 182 584 222 139 172 Future Volume (veh/h) 120 182 584 222 139 172 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1772 1772 1800 1800 1800 Adj Flow Rate, veh/h 132 200 642 244 153 189 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 0 0 0 Cap, veh/h 342 [PHONE REDACTED] 305 271 Arrive On Green 0.19 0.19 0.34 0.63 0.18 0.18 Sat Flow, veh/h 1800 1502 1688 1800 1714 1525 Grp Volume(v), veh/h 132 200 642 244 153 189 Grp Sat Flow(s),veh/h/ln 1800 1502 1688 1800 1714 1525 Q Serve(g_s), s 2.9 5.7 12.1 2.7 3.7 5.3 Cycle Q Clear(g_c), s 2.9 5.7 12.1 2.7 3.7 5.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 342 [PHONE REDACTED] 305 271 V/C Ratio(X) 0.39 0.70 0.75 0.22 0.50 0.70 Avail Cap(c_a), veh/h [PHONE REDACTED] 1691 674 600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 16.2 17.3 7.5 3.7 17.0 17.7 Incr Delay (d2), s/veh 0.7 3.1 2.4 0.1 1.3 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.0 3.2 0.6 1.4 1.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 16.9 20.4 9.9 3.8 18.3 20.9 LOS B C A A B C Approach Vol, veh/h 332 886 342 Approach Delay, s/veh 19.0 8.2 19.7 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 12.6 19.9 13.2 33.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 20.5 18.0 43.0 Max Q Clear Time (g_c+I1), s 7.3 14.1 7.7 4.7 Green Ext Time s 0.8 1.4 1.0 1.5 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 184 273 101 431 401 74 v/c Ratio 0.35 0.43 0.22 0.58 0.66 0.13 Control Delay 16.1 4.8 9.0 13.1 19.0 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.1 4.8 9.0 13.1 19.0 4.3 Queue Length 50th (ft) 40 0 14 72 82 0 Queue Length 95th (ft) 88 42 37 149 #192 21 Internal Link Dist (ft) 3891 1279 5173 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 847 [PHONE REDACTED] 827 778 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.32 0.22 0.34 0.48 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 14 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 166 246 91 388 361 67 Future Volume (vph) 166 246 91 388 361 67 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1800 1530 1710 1800 1710 1530 Flt Permitted 1.00 1.00 0.47 1.00 0.95 1.00 Satd. Flow (perm) 1800 1530 840 1800 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 184 273 101 431 401 74 RTOR Reduction (vph) 0 196 0 0 0 49 Lane Group Flow (vph) 184 77 101 431 401 25 Heavy Vehicles 0% 0% 0% 0% 0% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 2 2 Permitted Phases 4 8 Actuated Green, G 12.0 12.0 19.0 19.0 14.5 14.5 Effective Green, g 12.0 12.0 19.0 19.0 14.5 14.5 Actuated g/C Ratio 0.28 0.28 0.45 0.45 0.34 0.34 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 508 432 426 804 583 522 v/s Ratio Prot 0.10 0.01 c0.24 c0.23 0.02 v/s Ratio Perm 0.05 0.09 v/c Ratio 0.36 0.18 0.24 0.54 0.69 0.05 Uniform Delay, d1 12.2 11.5 7.2 8.5 12.1 9.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.2 0.3 0.7 3.4 0.0 Delay 12.6 11.7 7.5 9.2 15.4 9.4 Level of Service B B A A B A Approach Delay 12.1 8.9 14.5 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 42.5 Sum of lost time 13.5 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 15 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 166 246 91 388 361 67 Future Volume (veh/h) 166 246 91 388 361 67 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 184 273 101 431 401 74 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 459 389 503 832 509 453 Arrive On Green 0.26 0.26 0.09 0.46 0.30 0.30 Sat Flow, veh/h 1800 1525 1714 1800 1714 1525 Grp Volume(v), veh/h 184 273 101 431 401 74 Grp Sat Flow(s),veh/h/ln 1800 1525 1714 1800 1714 1525 Q Serve(g_s), s 3.2 6.1 1.4 6.3 8.0 1.3 Cycle Q Clear(g_c), s 3.2 6.1 1.4 6.3 8.0 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 459 389 503 832 509 453 V/C Ratio(X) 0.40 0.70 0.20 0.52 0.79 0.16 Avail Cap(c_a), veh/h 867 [PHONE REDACTED] 849 755 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.5 12.6 7.7 7.1 12.1 9.7 Incr Delay (d2), s/veh 0.6 2.3 0.2 0.5 2.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 1.9 0.4 1.6 2.7 0.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 12.1 14.9 7.8 7.6 14.8 9.9 LOS B B A A B A Approach Vol, veh/h 457 532 475 Approach Delay, s/veh 13.8 7.6 14.1 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 15.6 7.7 14.0 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 18.0 27.5 Max Q Clear Time (g_c+I1), s 10.0 3.4 8.1 8.3 Green Ext Time s 1.1 0.0 1.5 2.6 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 16 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 61 920 1237 89 191 93 v/c Ratio 0.21 0.47 0.77 0.12 0.50 0.24 Control Delay 6.7 7.1 17.5 3.5 22.6 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.7 7.1 17.5 3.5 22.6 6.4 Queue Length 50th (ft) 6 66 168 0 54 0 Queue Length 95th (ft) 22 128 #334 22 104 28 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 200 150 100 Base Capacity (vph) 291 2401 1726 808 654 590 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.38 0.72 0.11 0.29 0.16 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 17 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 57 865 1163 84 180 87 Future Volume (vph) 57 865 1163 84 180 87 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1613 3353 3386 1500 1676 1366 Flt Permitted 0.15 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 248 3353 3386 1500 1676 1366 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 61 920 1237 89 191 93 RTOR Reduction (vph) 0 0 0 48 0 73 Lane Group Flow (vph) 61 920 1237 41 191 20 Heavy Vehicles 6% 2% 1% 2% 2% 12% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 30.0 30.0 22.9 22.9 10.9 10.9 Effective Green, g 30.0 30.0 22.9 22.9 10.9 10.9 Actuated g/C Ratio 0.60 0.60 0.46 0.46 0.22 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 220 2015 1553 688 366 298 v/s Ratio Prot 0.01 c0.27 c0.37 c0.11 v/s Ratio Perm 0.15 0.03 0.01 v/c Ratio 0.28 0.46 0.80 0.06 0.52 0.07 Uniform Delay, d1 6.8 5.5 11.5 7.5 17.2 15.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.2 2.9 0.0 1.3 0.1 Delay 7.4 5.6 14.4 7.5 18.5 15.6 Level of Service A A B A B B Approach Delay 5.7 14.0 17.6 Approach LOS A B B Intersection Summary HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length 49.9 Sum of lost time 13.5 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 18 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 57 865 1163 84 180 87 Future Volume (veh/h) 57 865 1163 84 180 87 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1716 1772 1786 1772 1772 1632 Adj Flow Rate, veh/h 61 920 1237 89 191 93 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 2 1 2 2 12 Cap, veh/h 326 2119 1588 703 281 230 Arrive On Green 0.06 0.63 0.47 0.47 0.17 0.17 Sat Flow, veh/h 1634 3455 3483 1502 1688 1383 Grp Volume(v), veh/h 61 920 1237 89 191 93 Grp Sat Flow(s),veh/h/ln 1634 1683 1697 1502 1688 1383 Q Serve(g_s), s 0.7 6.1 13.5 1.5 4.7 2.7 Cycle Q Clear(g_c), s 0.7 6.1 13.5 1.5 4.7 2.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 326 2119 1588 703 281 230 V/C Ratio(X) 0.19 0.43 0.78 0.13 0.68 0.40 Avail Cap(c_a), veh/h 413 2517 1806 799 688 564 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.4 4.2 9.8 6.6 17.3 16.4 Incr Delay (d2), s/veh 0.3 0.1 2.0 0.1 2.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.1 4.0 0.4 1.8 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 7.7 4.3 11.8 6.7 20.2 17.6 LOS A A B A C B Approach Vol, veh/h 981 1326 284 Approach Delay, s/veh 4.5 11.5 19.3 Approach LOS A B B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 32.3 11.9 7.1 25.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 5.0 23.5 Max Q Clear Time (g_c+I1), s 8.1 6.7 2.7 15.5 Green Ext Time s 7.2 0.7 0.0 5.2 Intersection Summary HCM 6th Ctrl Delay 9.7 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 162 641 368 189 923 114 395 307 124 111 239 113 v/c Ratio 0.70 0.51 0.40 0.56 0.76 0.17 0.80 0.66 0.23 0.42 0.79 0.24 Control Delay 43.7 29.7 3.7 40.7 37.0 0.5 58.9 43.4 1.5 29.8 62.9 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.7 29.7 3.7 40.7 37.0 0.5 58.9 43.4 1.5 29.8 62.9 1.2 Queue Length 50th (ft) 81 188 17 100 314 0 140 192 0 51 165 0 Queue Length 95th (ft) #174 275 53 172 421 0 #222 296 6 94 261 0 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 200 200 200 200 150 150 100 100 Base Capacity (vph) 252 1263 [PHONE REDACTED] 703 557 604 640 270 407 541 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.51 0.39 0.47 0.71 0.16 0.71 0.51 0.19 0.41 0.59 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 635 364 187 914 113 391 304 123 110 237 112 Future Volume (vph) 160 635 364 187 914 113 391 304 123 110 237 112 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1693 3386 1515 1676 3386 1530 3317 1800 1530 1660 1748 1515 Flt Permitted 0.13 1.00 1.00 0.41 1.00 1.00 0.95 1.00 1.00 0.54 1.00 1.00 Satd. Flow (perm) 239 3386 1515 721 3386 1530 3317 1800 1530 939 1748 1515 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 641 368 189 923 114 395 307 124 111 239 113 RTOR Reduction (vph) 0 0 132 0 0 73 0 0 92 0 0 93 Lane Group Flow (vph) 162 641 236 189 923 41 395 307 32 111 239 20 Heavy Vehicles 1% 1% 1% 2% 1% 0% 0% 0% 0% 3% 3% 1% Turn Type pm+pt NA pm+ov pm+pt NA Perm Prot NA Perm pm+pt NA Perm Protected Phases 1 6 3 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 4 4 Actuated Green, G 40.4 40.4 56.5 38.7 38.7 38.7 16.1 28.0 28.0 25.5 18.7 18.7 Effective Green, g 40.4 40.4 56.5 38.7 38.7 38.7 16.1 28.0 28.0 25.5 18.7 18.7 Actuated g/C Ratio 0.37 0.37 0.52 0.36 0.36 0.36 0.15 0.26 0.26 0.24 0.17 0.17 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.0 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 231 1265 [PHONE REDACTED] 547 494 466 396 266 302 262 v/s Ratio Prot c0.07 0.19 0.04 0.05 c0.27 c0.12 0.17 0.03 c0.14 v/s Ratio Perm 0.19 0.11 0.15 0.03 0.02 0.07 0.01 v/c Ratio 0.70 0.51 0.30 0.56 0.76 0.07 0.80 0.66 0.08 0.42 0.79 0.07 Uniform Delay, d1 26.8 26.2 14.6 30.2 30.6 22.9 44.4 35.8 30.3 33.8 42.8 37.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.6 1.5 0.1 1.3 2.8 0.0 8.3 2.6 0.0 0.4 12.4 0.0 Delay 34.4 27.6 14.7 31.5 33.4 22.9 52.7 38.3 30.3 34.2 55.2 37.5 Level of Service C C B C C C D D C C E D Approach Delay 24.5 32.1 44.0 45.9 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 34.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length 108.1 Sum of lost time 24.0 Intersection Capacity Utilization 81.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 635 364 187 914 113 391 304 123 110 237 112 Future Volume (veh/h) 160 635 364 187 914 113 391 304 123 110 237 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1772 1786 1800 1800 1800 1800 1758 1758 1786 Adj Flow Rate, veh/h 162 641 368 189 923 114 395 307 124 111 239 113 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 2 1 0 0 0 0 3 3 1 Cap, veh/h 233 1377 [PHONE REDACTED] 563 466 413 350 259 282 243 Arrive On Green 0.09 0.41 0.41 0.05 0.37 0.37 0.14 0.23 0.23 0.07 0.16 0.16 Sat Flow, veh/h 1701 3393 1514 1688 3393 1525 3326 1800 1525 1674 1758 1514 Grp Volume(v), veh/h 162 641 368 189 923 114 395 307 124 111 239 113 Grp Sat Flow(s),veh/h/ln 1701 1697 1514 1688 1697 1525 1663 1800 1525 1674 1758 1514 Q Serve(g_s), s 6.6 13.6 7.0 0.0 23.2 5.0 11.4 15.6 5.2 5.4 13.0 6.7 Cycle Q Clear(g_c), s 6.6 13.6 7.0 0.0 23.2 5.0 11.4 15.6 5.2 5.4 13.0 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 233 1377 [PHONE REDACTED] 563 466 413 350 259 282 243 V/C Ratio(X) 0.70 0.47 0.45 0.65 0.74 0.20 0.85 0.74 0.35 0.43 0.85 0.47 Avail Cap(c_a), veh/h 292 1377 [PHONE REDACTED] 634 607 657 557 259 446 384 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 25.7 21.5 4.0 36.2 26.9 21.2 41.4 35.3 19.2 31.6 40.2 37.6 Incr Delay (d2), s/veh 3.1 1.1 1.7 0.9 1.7 0.1 7.0 1.0 0.2 0.4 4.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 5.5 3.2 4.4 9.4 1.8 5.1 6.9 2.4 2.2 5.9 2.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 28.8 22.6 5.7 37.1 28.6 21.3 48.4 36.3 19.4 32.1 45.1 38.1 LOS C C A D C C D D B C D D Approach Vol, veh/h 1171 1226 826 463 Approach Delay, s/veh 18.2 29.2 39.5 40.2 Approach LOS B C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.6 42.4 19.8 21.8 11.0 46.0 13.0 28.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 12.0 41.0 18.0 25.0 13.0 40.0 7.0 36.0 Max Q Clear Time (g_c+I1), s 8.6 25.2 13.4 15.0 2.0 15.6 7.4 17.6 Green Ext Time s 0.1 5.3 0.4 0.8 0.2 4.9 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 29.4 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Background (With Imp) Mit PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 782 58 108 1282 293 113 116 158 333 82 99 v/c Ratio 0.35 0.53 0.08 0.31 0.83 0.38 0.36 0.49 0.47 0.74 0.20 0.23 Control Delay 13.9 18.4 0.2 11.1 25.1 9.0 24.6 39.9 10.8 46.0 29.6 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.9 18.4 0.2 11.1 25.1 9.0 24.6 39.9 10.8 46.0 29.6 4.7 Queue Length 50th (ft) 15 148 0 23 287 42 42 56 0 86 36 0 Queue Length 95th (ft) 36 221 0 51 #427 106 80 106 51 #160 74 25 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 200 200 Base Capacity (vph) 201 1588 [PHONE REDACTED] 831 313 441 486 454 550 542 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.49 0.07 0.31 0.77 0.35 0.36 0.26 0.33 0.73 0.15 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Background (With Imp) Mit PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 743 55 103 1218 278 107 110 150 316 78 94 Future Volume (vph) 67 743 55 103 1218 278 107 110 150 316 78 94 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 3386 1530 1710 3386 1530 1710 1765 1471 3285 1800 1485 Flt Permitted 0.12 1.00 1.00 0.25 1.00 1.00 0.70 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 211 3386 1530 453 3386 1530 1267 1765 1471 3285 1800 1485 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 71 782 58 108 1282 293 113 116 158 333 82 99 RTOR Reduction (vph) 0 0 33 0 0 83 0 0 135 0 0 77 Lane Group Flow (vph) 71 782 25 108 1282 210 113 116 23 333 82 22 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 2% 4% 1% 0% 3% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G 37.9 34.1 34.1 40.7 35.5 35.5 16.4 11.7 11.7 10.6 17.6 17.6 Effective Green, g 37.9 34.1 34.1 40.7 35.5 35.5 16.4 11.7 11.7 10.6 17.6 17.6 Actuated g/C Ratio 0.48 0.43 0.43 0.51 0.45 0.45 0.21 0.15 0.15 0.13 0.22 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 172 1450 [PHONE REDACTED] 682 287 259 216 437 397 328 v/s Ratio Prot 0.02 0.23 c0.02 c0.38 0.02 c0.07 c0.10 0.05 v/s Ratio Perm 0.18 0.02 0.15 0.14 0.06 0.02 0.01 v/c Ratio 0.41 0.54 0.04 0.35 0.85 0.31 0.39 0.45 0.11 0.76 0.21 0.07 Uniform Delay, d1 14.5 16.9 13.2 11.0 19.7 14.2 26.9 31.0 29.4 33.3 25.3 24.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.4 0.0 0.7 4.7 0.3 0.9 1.2 0.2 7.7 0.3 0.1 Delay 16.1 17.3 13.2 11.6 24.3 14.4 27.8 32.2 29.6 41.0 25.6 24.6 Level of Service B B B B C B C C C D C C Approach Delay 16.9 21.8 29.9 35.4 Approach LOS B C C D Intersection Summary HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length 79.6 Sum of lost time 18.0 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Background (With Imp) Mit PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 743 55 103 1218 278 107 110 150 316 78 94 Future Volume (veh/h) 67 743 55 103 1218 278 107 110 150 316 78 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1772 1744 1786 1800 1758 Adj Flow Rate, veh/h 71 782 58 108 1282 293 113 116 158 333 82 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 0 0 1 0 0 2 4 1 0 3 Cap, veh/h 219 1495 [PHONE REDACTED] 684 392 247 206 416 343 284 Arrive On Green 0.05 0.44 0.44 0.06 0.45 0.45 0.07 0.14 0.14 0.13 0.19 0.19 Sat Flow, veh/h 1714 3393 1525 1714 3393 1525 1714 1772 1478 3300 1800 1490 Grp Volume(v), veh/h 71 782 58 108 1282 293 113 116 158 333 82 99 Grp Sat Flow(s),veh/h/ln 1714 1697 1525 1714 1697 1525 1714 1772 1478 1650 1800 1490 Q Serve(g_s), s 1.7 12.8 1.7 2.6 25.6 10.0 4.2 4.6 7.9 7.5 3.0 4.4 Cycle Q Clear(g_c), s 1.7 12.8 1.7 2.6 25.6 10.0 4.2 4.6 7.9 7.5 3.0 4.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 1495 [PHONE REDACTED] 684 392 247 206 416 343 284 V/C Ratio(X) 0.32 0.52 0.09 0.29 0.84 0.43 0.29 0.47 0.77 0.80 0.24 0.35 Avail Cap(c_a), veh/h 244 1581 [PHONE REDACTED] 749 406 441 367 453 546 452 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 15.5 15.5 12.4 11.5 18.7 14.4 25.3 30.3 31.7 32.5 26.2 26.8 Incr Delay (d2), s/veh 0.8 0.3 0.1 0.4 3.8 0.4 0.4 1.4 5.9 9.2 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 4.6 0.5 0.9 9.9 3.3 1.7 2.0 3.1 3.4 1.3 1.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 16.4 15.8 12.5 11.9 22.5 14.8 25.7 31.7 37.6 41.7 26.6 27.5 LOS B B B B C B C C D D C C Approach Vol, veh/h 911 1683 387 514 Approach Delay, s/veh 15.7 20.5 32.4 36.6 Approach LOS B C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.1 15.1 9.0 38.2 10.2 19.1 8.4 38.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 6.9 35.6 6.3 23.2 5.0 37.5 Max Q Clear Time (g_c+I1), s 9.5 9.9 4.6 14.8 6.2 6.4 3.7 27.6 Green Ext Time s 0.1 0.8 0.0 5.8 0.0 0.6 0.0 6.7 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 2045 Background (with Imp) Mit RCUT PM 117: SH 44 & Can Ada Road 01/12/2023 2045 Background (with Imp) Mit RCUT PM 1:56 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 88 1059 1163 130 0 267 Future Vol, veh/h 88 1059 1163 130 0 267 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 94 1127 1237 138 0 284 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1375 0 - 0 - 619 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 495 - - - 0 432 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 495 - - - - 432 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 1.1 0 27.9 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 495 - - - 432 HCM Lane V/C Ratio 0.189 - - - 0.658 HCM Control Delay 14 - - - 27.9 HCM Lane LOS B - - - D HCM 95th %tile Q(veh) 0.7 - - - 4.6 ---PAGE BREAK--- HCM 6th TWSC 2045 Background (with Imp) Mit RCUT PM 119: SH 44 & Plummer Road 01/12/2023 2045 Background (with Imp) Mit RCUT PM 1:56 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 67 1059 [PHONE REDACTED] 388 0 0 367 0 0 487 Future Vol, veh/h 67 1059 [PHONE REDACTED] 388 0 0 367 0 0 487 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 70 1103 [PHONE REDACTED] 404 0 0 382 0 0 507 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1784 0 0 1242 0 0 - - 552 - - 690 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 344 - - 556 - - 0 0 477 0 0 ~ 388 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 344 - - 556 - - - - 477 - - ~ 388 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 1 0.7 36.6 184.7 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 477 344 - - 556 - - 388 HCM Lane V/C Ratio 0.801 0.203 - - 0.193 - - 1.307 HCM Control Delay 36.6 18.1 - - 13 - - 184.7 HCM Lane LOS E C - - B - - F HCM 95th %tile Q(veh) 7.4 0.7 - - 0.7 - - 23.1 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- MOVEMENT SUMMARY Site: 109 [Beacon Light Road / Pollard Road AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 10 0.0 10 0.0 0.305 8.3 LOS A 1.3 34.2 0.65 0.55 0.65 31.5 8 T1 All MCs 53 0.0 53 0.0 0.305 8.3 LOS A 1.3 34.2 0.65 0.55 0.65 32.1 18 R2 All MCs 156 3.1 156 3.1 0.305 8.8 LOS A 1.3 34.2 0.65 0.55 0.65 31.8 Approach 219 2.2 219 2.2 0.305 8.7 LOS A 1.3 34.2 0.65 0.55 0.65 31.8 East: RoadName 1 L2 All MCs 44 6.7 44 6.7 0.113 3.7 LOS A 0.4 11.9 0.18 0.07 0.18 32.9 6 T1 All MCs 156 8.0 156 8.0 0.113 3.9 LOS A 0.5 12.0 0.18 0.07 0.18 34.0 16 R2 All MCs 87 0.0 87 0.0 0.113 3.5 LOS A 0.5 12.0 0.18 0.07 0.18 34.3 Approach 287 5.4 287 5.4 0.113 3.7 LOS A 0.5 12.0 0.18 0.07 0.18 33.9 North: RoadName 7 L2 All MCs 126 0.0 126 0.0 0.180 4.9 LOS A 0.9 21.4 0.40 0.24 0.40 31.8 4 T1 All MCs 43 0.0 43 0.0 0.180 4.9 LOS A 0.9 21.4 0.40 0.24 0.40 32.4 14 R2 All MCs 29 0.0 29 0.0 0.180 4.9 LOS A 0.9 21.4 0.40 0.24 0.40 32.2 Approach 198 0.0 198 0.0 0.180 4.9 LOS A 0.9 21.4 0.40 0.24 0.40 32.0 West: RoadName 5 L2 All MCs 3 0.0 3 0.0 0.210 4.8 LOS A 0.9 23.6 0.37 0.22 0.37 33.3 2 T1 All MCs 462 3.3 462 3.3 0.210 5.1 LOS A 0.9 23.6 0.37 0.22 0.37 34.0 12 R2 All MCs 6 0.0 6 0.0 0.210 4.8 LOS A 0.9 23.6 0.37 0.22 0.37 33.7 Approach 471 3.2 471 3.2 0.210 5.1 LOS A 0.9 23.6 0.37 0.22 0.37 34.0 All Vehicles 1174 3.0 1174 3.0 0.305 5.4 LOS A 1.3 34.2 0.38 0.25 0.38 33.2 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 2:41:49 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 109 [Beacon Light Road / Pollard Road PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 344 0.0 344 0.0 0.749 16.5 LOS C 13.5 338.4 0.88 0.87 1.50 27.7 8 T1 All MCs 242 0.0 242 0.0 0.749 16.5 LOS C 13.5 338.4 0.88 0.87 1.50 28.2 18 R2 All MCs 174 0.0 174 0.0 0.749 16.5 LOS C 13.5 338.4 0.88 0.87 1.50 28.0 Approach 761 0.0 761 0.0 0.749 16.5 LOS C 13.5 338.4 0.88 0.87 1.50 27.9 East: RoadName 1 L2 All MCs 182 0.0 182 0.0 0.602 13.5 LOS B 4.8 121.6 0.77 0.79 1.18 28.9 6 T1 All MCs 663 0.9 663 0.9 0.602 13.7 LOS B 4.8 121.6 0.77 0.79 1.18 29.8 16 R2 All MCs 140 0.0 140 0.0 0.602 13.5 LOS B 4.8 121.5 0.77 0.79 1.18 29.8 Approach 986 0.6 986 0.6 0.602 13.7 LOS B 4.8 121.6 0.77 0.79 1.18 29.6 North: RoadName 7 L2 All MCs 68 0.0 68 0.0 0.275 13.5 LOS B 1.1 26.7 0.77 0.78 0.82 28.5 4 T1 All MCs 34 0.0 34 0.0 0.275 13.5 LOS B 1.1 26.7 0.77 0.78 0.82 29.0 14 R2 All MCs 10 0.0 10 0.0 0.275 13.5 LOS B 1.1 26.7 0.77 0.78 0.82 28.8 Approach 112 0.0 112 0.0 0.275 13.5 LOS B 1.1 26.7 0.77 0.78 0.82 28.7 West: RoadName 5 L2 All MCs 6 0.0 6 0.0 0.110 4.2 LOS A 0.4 11.2 0.38 0.25 0.38 33.6 2 T1 All MCs 223 1.4 223 1.4 0.110 4.3 LOS A 0.4 11.2 0.38 0.25 0.38 34.4 12 R2 All MCs 9 0.0 9 0.0 0.110 4.2 LOS A 0.4 11.2 0.38 0.25 0.38 34.1 Approach 238 1.3 238 1.3 0.110 4.3 LOS A 0.4 11.2 0.38 0.25 0.38 34.3 All Vehicles 2097 0.4 2097 0.4 0.749 13.6 LOS B 13.5 338.4 0.76 0.76 1.19 29.4 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 2:42:07 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 111 [Beacon Light Road / Palmer Lane AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 27 0.0 30 0.0 0.170 10.4 LOS B 0.6 15.6 0.70 0.70 0.70 31.2 18 R2 38 14.3 42 14.3 0.170 11.5 LOS B 0.6 15.6 0.70 0.70 0.70 30.0 Approach 65 8.4 72 8.4 0.170 11.0 LOS B 0.6 15.6 0.70 0.70 0.70 30.5 East: RoadName 1 L2 24 0.0 27 0.0 0.198 4.2 LOS A 0.9 23.5 0.12 0.04 0.12 35.5 6 T1 468 0.0 520 0.0 0.198 4.2 LOS A 0.9 23.5 0.12 0.04 0.12 35.6 Approach 492 0.0 547 0.0 0.198 4.2 LOS A 0.9 23.5 0.12 0.04 0.12 35.6 West: RoadName 2 T1 960 0.8 1067 0.8 0.396 6.3 LOS A 2.4 61.5 0.15 0.05 0.15 34.6 12 R2 19 0.0 21 0.0 0.396 6.3 LOS A 2.4 61.5 0.15 0.05 0.15 33.6 Approach 979 0.8 1088 0.8 0.396 6.3 LOS A 2.4 61.5 0.15 0.05 0.15 34.6 All Vehicles 1536 0.9 1707 0.9 0.396 5.8 LOS A 2.4 61.5 0.16 0.07 0.16 34.7 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 1:57:13 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 111 [Beacon Light Road / Palmer Lane PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 115 4.8 121 4.8 0.170 6.0 LOS A 0.7 18.5 0.53 0.45 0.53 32.4 18 R2 22 0.0 23 0.0 0.170 5.8 LOS A 0.7 18.5 0.53 0.45 0.53 31.6 Approach 137 4.0 144 4.0 0.170 6.0 LOS A 0.7 18.5 0.53 0.45 0.53 32.3 East: RoadName 1 L2 5 0.0 5 0.0 0.531 8.7 LOS A 3.8 95.1 0.43 0.26 0.43 33.5 6 T1 1263 0.6 1329 0.6 0.531 8.7 LOS A 3.8 95.1 0.43 0.26 0.43 33.4 Approach 1268 0.6 1335 0.6 0.531 8.7 LOS A 3.8 95.1 0.43 0.26 0.43 33.4 West: RoadName 2 T1 416 0.6 438 0.6 0.163 3.9 LOS A 0.7 18.7 0.04 0.01 0.04 35.9 12 R2 19 0.0 20 0.0 0.163 3.9 LOS A 0.7 18.7 0.04 0.01 0.04 34.8 Approach 435 0.6 458 0.6 0.163 3.9 LOS A 0.7 18.7 0.04 0.01 0.04 35.9 All Vehicles 1840 0.8 1937 0.8 0.531 7.4 LOS A 3.8 95.1 0.34 0.21 0.34 33.8 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 1:57:10 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 113 [Floating Feather Road / Star Road AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 101 3.1 112 3.1 0.247 5.7 LOS A 1.2 31.0 0.41 0.28 0.41 33.7 18 R2 140 2.2 156 2.2 0.247 5.6 LOS A 1.2 31.0 0.41 0.28 0.41 32.7 Approach 241 2.6 268 2.6 0.247 5.6 LOS A 1.2 31.0 0.41 0.28 0.41 33.1 East: RoadName 1 L2 302 4.4 336 4.4 0.354 6.5 LOS A 2.0 52.0 0.34 0.19 0.34 32.3 6 T1 75 0.0 83 0.0 0.354 6.4 LOS A 2.0 52.0 0.34 0.19 0.34 32.4 Approach 377 3.5 419 3.5 0.354 6.5 LOS A 2.0 52.0 0.34 0.19 0.34 32.3 West: RoadName 2 T1 185 2.9 206 2.9 0.478 9.7 LOS A 3.1 79.7 0.63 0.59 0.71 32.8 12 R2 222 1.2 247 1.2 0.478 9.6 LOS A 3.1 79.7 0.63 0.59 0.71 31.9 Approach 407 2.0 452 2.0 0.478 9.6 LOS A 3.1 79.7 0.63 0.59 0.71 32.3 All Vehicles 1025 2.7 1139 2.7 0.478 7.5 LOS A 3.1 79.7 0.47 0.37 0.50 32.5 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 2:17:17 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 113 [Floating Feather Road / Star Road PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 139 0.0 153 0.0 0.283 5.6 LOS A 1.5 38.7 0.34 0.20 0.34 33.7 18 R2 172 0.0 189 0.0 0.283 5.6 LOS A 1.5 38.7 0.34 0.20 0.34 32.7 Approach 311 0.0 342 0.0 0.283 5.6 LOS A 1.5 38.7 0.34 0.20 0.34 33.1 East: RoadName 1 L2 584 1.8 642 1.8 0.760 15.9 LOS C 13.5 340.5 0.77 0.63 0.96 28.8 6 T1 222 0.0 244 0.0 0.760 15.9 LOS C 13.5 340.5 0.77 0.63 0.96 28.7 Approach 806 1.3 886 1.3 0.760 15.9 LOS C 13.5 340.5 0.77 0.63 0.96 28.8 West: RoadName 2 T1 120 0.0 132 0.0 0.472 11.9 LOS B 3.0 74.4 0.73 0.83 1.02 31.7 12 R2 182 1.5 200 1.5 0.472 12.0 LOS B 3.0 74.4 0.73 0.83 1.02 30.9 Approach 302 0.9 332 0.9 0.472 12.0 LOS B 3.0 74.4 0.73 0.83 1.02 31.2 All Vehicles 1419 0.9 1559 0.9 0.760 12.8 LOS B 13.5 340.5 0.67 0.58 0.84 30.1 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 2:17:21 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 114 [Floating Feather Road / Plummer Road AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 91 2.9 98 2.9 0.152 4.7 LOS A 0.7 17.4 0.38 0.25 0.38 33.7 18 R2 62 0.0 67 0.0 0.152 4.6 LOS A 0.7 17.4 0.38 0.25 0.38 32.8 Approach 153 1.7 165 1.7 0.152 4.7 LOS A 0.7 17.4 0.38 0.25 0.38 33.3 East: RoadName 1 L2 40 6.7 43 6.7 0.120 4.1 LOS A 0.5 13.7 0.25 0.12 0.25 34.7 6 T1 91 5.9 98 5.9 0.120 4.1 LOS A 0.5 13.7 0.25 0.12 0.25 34.8 Approach 131 6.1 141 6.1 0.120 4.1 LOS A 0.5 13.7 0.25 0.12 0.25 34.8 West: RoadName 2 T1 198 2.7 213 2.7 0.431 7.0 LOS A 3.0 75.5 0.24 0.10 0.24 34.1 12 R2 324 0.0 348 0.0 0.431 7.0 LOS A 3.0 75.5 0.24 0.10 0.24 33.2 Approach 522 1.0 561 1.0 0.431 7.0 LOS A 3.0 75.5 0.24 0.10 0.24 33.5 All Vehicles 806 2.0 867 2.0 0.431 6.1 LOS A 3.0 75.5 0.27 0.13 0.27 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 2:19:24 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 114 [Floating Feather Road / Plummer Road PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 361 0.0 401 0.0 0.416 7.5 LOS A 2.6 64.8 0.47 0.32 0.47 31.9 18 R2 67 0.0 74 0.0 0.416 7.5 LOS A 2.6 64.8 0.47 0.32 0.47 31.0 Approach 428 0.0 476 0.0 0.416 7.5 LOS A 2.6 64.8 0.47 0.32 0.47 31.7 East: RoadName 1 L2 91 0.0 101 0.0 0.581 12.1 LOS B 5.6 139.7 0.74 0.83 1.08 31.4 6 T1 388 0.0 431 0.0 0.581 12.1 LOS B 5.6 139.7 0.74 0.83 1.08 31.3 Approach 479 0.0 532 0.0 0.581 12.1 LOS B 5.6 139.7 0.74 0.83 1.08 31.4 West: RoadName 2 T1 166 0.0 184 0.0 0.368 6.4 LOS A 2.3 56.9 0.33 0.18 0.33 34.5 12 R2 246 0.0 273 0.0 0.368 6.4 LOS A 2.3 56.9 0.33 0.18 0.33 33.5 Approach 412 0.0 458 0.0 0.368 6.4 LOS A 2.3 56.9 0.33 0.18 0.33 33.9 All Vehicles 1319 0.0 1466 0.0 0.581 8.8 LOS A 5.6 139.7 0.52 0.46 0.65 32.2 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Thursday, September 29, 2022 2:20:39 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_BG.sip9 ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End NB SB EB WB (503) 228-5230 7:00 AM 8:00 AM 417 1071 45 0 2nd Highest Hour 417 1071 36 0 3rd Highest Hour 377 968 34 0 Project 4th Highest Hour 362 929 30 0 Project Name: 5th Highest Hour 322 826 28 0 Analyst: 6th Highest Hour 311 800 26 0 Date: 7th Highest Hour 296 761 25 0 File: 8th Highest Hour 286 736 24 0 9th Highest Hour 271 697 24 0 Intersection: 10th Highest Hour 266 684 23 0 Scenario: 11th Highest Hour 256 658 21 0 12th Highest Hour 251 645 20 0 13th Highest Hour 241 619 16 0 14th Highest Hour 216 555 16 0 15th Highest Hour 171 439 15 0 Warrant Name Analyzed? Met? 16th Highest Hour 151 387 14 0 #1 Eight-Hour Vehicular Volume Yes No 17th Highest Hour 116 297 8 0 #2 Four-Hour Vehicular volume Yes No 18th Highest Hour 95 245 8 0 #3 Peak Hour Yes No 19th Highest Hour 80 206 3 0 #4 Pedestrian Volume No - 20th Highest Hour 45 116 3 0 #5 School Crossing No - 21st Highest Hour 30 77 2 0 #6 Coordinated Signal System No - 22nd Highest Hour 25 65 0 0 #7 Crash Experience No - 23rd Highest Hour 15 39 0 0 #8 Roadway Network No - 24th Highest Hour 15 39 0 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Major East-West Approach = Minor Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 0 No Speed > 40 mph? Yes B 750 75 0 No Population < 10,000? No A 400 120 0 No Warrant Factor 70% B 600 60 0 No Peak Hour or Daily Count? Peak Hour A 350 105 0 No B 525 53 0 No Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 0 No Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 1 No Minor Street: 4th-Highest Hour / Peak Hour 66% Minor Street: 8th-Highest Hour / Peak Hour 52% 56% No Analysis Traffic Volumes Hour Major Street Minor Street 25407 Willow Brook Golf Community CHF 1/13/2023 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 104 - 2045 Background (wImp).xls]Data Input 4 - SH 16 & Deep Canyon Drive 2045 Background Conditions (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? Signal Warrant Met? 100% No 80% No 70% No 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 245 943 685 100 2nd Highest Hour 242 932 611 89 3rd Highest Hour 220 848 530 77 Project 4th Highest Hour 198 763 523 76 Project Name: 5th Highest Hour 165 636 464 68 Analyst: 6th Highest Hour 162 625 457 67 Date: 7th Highest Hour 154 593 442 65 File: 8th Highest Hour 138 530 405 59 9th Highest Hour 135 519 383 56 Intersection: 10th Highest Hour 132 509 368 54 Scenario: 11th Highest Hour 127 487 361 53 12th Highest Hour 124 477 361 53 13th Highest Hour 121 466 354 52 14th Highest Hour 121 466 295 43 15th Highest Hour 99 381 287 42 Warrant Name Analyzed? Met? 16th Highest Hour 85 328 206 30 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 72 275 206 30 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 55 212 140 20 #3 Peak Hour Yes Yes 19th Highest Hour 50 191 88 13 #4 Pedestrian Volume No - 20th Highest Hour 33 127 74 11 #5 School Crossing No - 21st Highest Hour 17 64 37 5 #6 Coordinated Signal System No - 22nd Highest Hour 14 53 29 4 #7 Crash Experience No - 23rd Highest Hour 8 32 29 4 #8 Roadway Network No - 24th Highest Hour 8 32 22 3 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 14 Yes Speed > 40 mph? Yes B 750 75 6 No Population < 10,000? No A 400 120 16 Yes Warrant Factor 70% B 600 60 12 Yes Peak Hour or Daily Count? Peak Hour A 350 105 16 Yes B 525 53 14 Yes Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 17 Yes Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 15 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 109 - 2045 Background (wIMP).xls]Data Input 9 - Beacon Light Rd & Pollard Rd 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 434 1268 137 0 2nd Highest Hour 429 1254 122 0 3rd Highest Hour 390 1140 106 0 Project 4th Highest Hour 351 1026 105 0 Project Name: 5th Highest Hour 293 855 93 0 Analyst: 6th Highest Hour 288 841 91 0 Date: 7th Highest Hour 273 798 88 0 File: 8th Highest Hour 244 712 81 0 9th Highest Hour 239 698 77 0 Intersection: 10th Highest Hour 234 684 74 0 Scenario: 11th Highest Hour 224 655 72 0 12th Highest Hour 219 641 72 0 13th Highest Hour 215 627 71 0 14th Highest Hour 215 627 59 0 15th Highest Hour 176 513 57 0 Warrant Name Analyzed? Met? 16th Highest Hour 151 442 41 0 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 127 370 41 0 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 98 285 28 0 #3 Peak Hour Yes Yes 19th Highest Hour 88 256 18 0 #4 Pedestrian Volume No - 20th Highest Hour 59 171 15 0 #5 School Crossing No - 21st Highest Hour 29 85 7 0 #6 Coordinated Signal System No - 22nd Highest Hour 24 71 6 0 #7 Crash Experience No - 23rd Highest Hour 15 43 6 0 #8 Roadway Network No - 24th Highest Hour 15 43 4 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 0 No Speed > 40 mph? Yes B 750 75 9 Yes Population < 10,000? No A 400 120 2 No Warrant Factor 70% B 600 60 13 Yes Peak Hour or Daily Count? Peak Hour A 350 105 4 No B 525 53 15 Yes Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 7 No Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 17 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 111 - 2045 Background (wIMP).xls]Data Input 11 - Beacon Light Rd & Palmer Ln 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 302 806 311 0 2nd Highest Hour 299 797 278 0 3rd Highest Hour 271 724 241 0 Project 4th Highest Hour 244 652 237 0 Project Name: 5th Highest Hour 204 543 211 0 Analyst: 6th Highest Hour 200 534 207 0 Date: 7th Highest Hour 190 507 201 0 File: 8th Highest Hour 170 453 184 0 9th Highest Hour 166 444 174 0 Intersection: 10th Highest Hour 163 435 167 0 Scenario: 11th Highest Hour 156 417 164 0 12th Highest Hour 153 408 164 0 13th Highest Hour 149 398 161 0 14th Highest Hour 149 398 134 0 15th Highest Hour 122 326 130 0 Warrant Name Analyzed? Met? 16th Highest Hour 105 281 94 0 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 88 235 94 0 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 68 181 64 0 #3 Peak Hour Yes Yes 19th Highest Hour 61 163 40 0 #4 Pedestrian Volume No - 20th Highest Hour 41 109 33 0 #5 School Crossing No - 21st Highest Hour 20 54 17 0 #6 Coordinated Signal System No - 22nd Highest Hour 17 45 13 0 #7 Crash Experience No - 23rd Highest Hour 10 27 13 0 #8 Roadway Network No - 24th Highest Hour 10 27 10 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 13 Yes Speed > 40 mph? Yes B 750 75 4 No Population < 10,000? No A 400 120 15 Yes Warrant Factor 70% B 600 60 9 Yes Peak Hour or Daily Count? Peak Hour A 350 105 15 Yes B 525 53 14 Yes Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 17 Yes Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 15 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 113 - 2045 Background (wIMP).xls]Data Input 13 - Floating Feather Rd & Star Rd 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 412 479 428 0 2nd Highest Hour 407 474 382 0 3rd Highest Hour 370 431 331 0 Project 4th Highest Hour 333 388 327 0 Project Name: 5th Highest Hour 278 323 290 0 Analyst: 6th Highest Hour 273 318 285 0 Date: 7th Highest Hour 259 301 276 0 File: 8th Highest Hour 231 269 253 0 9th Highest Hour 227 264 239 0 Intersection: 10th Highest Hour 222 258 230 0 Scenario: 11th Highest Hour 213 248 226 0 12th Highest Hour 208 242 226 0 13th Highest Hour 204 237 221 0 14th Highest Hour 204 237 184 0 15th Highest Hour 167 194 179 0 Warrant Name Analyzed? Met? 16th Highest Hour 144 167 129 0 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 120 140 129 0 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 93 108 87 0 #3 Peak Hour Yes Yes 19th Highest Hour 83 97 55 0 #4 Pedestrian Volume No - 20th Highest Hour 56 65 46 0 #5 School Crossing No - 21st Highest Hour 28 32 23 0 #6 Coordinated Signal System No - 22nd Highest Hour 23 27 18 0 #7 Crash Experience No - 23rd Highest Hour 14 16 18 0 #8 Roadway Network No - 24th Highest Hour 14 16 14 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 8 Yes Speed > 40 mph? Yes B 750 75 3 No Population < 10,000? No A 400 120 14 Yes Warrant Factor 70% B 600 60 5 No Peak Hour or Daily Count? Peak Hour A 350 105 15 Yes B 525 53 7 No Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 16 Yes Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 14 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 114 - 2045 Background (wIMP).xls]Data Input 14 - Floating Feather Rd & Plummer Ln 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 952 1293 0 267 2nd Highest Hour 952 1293 0 264 3rd Highest Hour 860 1168 0 240 Project 4th Highest Hour 826 1122 0 216 Project Name: 5th Highest Hour 734 997 0 180 Analyst: 6th Highest Hour 711 966 0 177 Date: 7th Highest Hour 677 919 0 168 File: 8th Highest Hour 654 888 0 150 9th Highest Hour 619 841 0 147 Intersection: 10th Highest Hour 608 826 0 144 Scenario: 11th Highest Hour 585 794 0 138 12th Highest Hour 573 779 0 135 13th Highest Hour 551 748 0 132 14th Highest Hour 493 670 0 132 15th Highest Hour 390 530 0 108 Warrant Name Analyzed? Met? 16th Highest Hour 344 467 0 93 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 264 358 0 78 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 218 296 0 60 #3 Peak Hour Yes Yes 19th Highest Hour 184 249 0 54 #4 Pedestrian Volume No - 20th Highest Hour 103 140 0 36 #5 School Crossing No - 21st Highest Hour 69 93 0 18 #6 Coordinated Signal System No - 22nd Highest Hour 57 78 0 15 #7 Crash Experience No - 23rd Highest Hour 34 47 0 9 #8 Roadway Network No - 24th Highest Hour 34 47 0 9 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 8 Yes Speed > 40 mph? Yes B 750 75 16 Yes Population < 10,000? No A 400 120 14 Yes Warrant Factor 70% B 600 60 17 Yes Peak Hour or Daily Count? Peak Hour A 350 105 15 Yes B 525 53 17 Yes Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 16 Yes Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 19 Yes Minor Street: 4th-Highest Hour / Peak Hour 81% Minor Street: 8th-Highest Hour / Peak Hour 56% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background Conditions (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 117 - 2045 Background (wImp).xls]Data Input 17 - SH 44 / Can Ada Road 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 865 1599 367 487 2nd Highest Hour 865 1599 328 435 3rd Highest Hour 782 1445 284 377 Project 4th Highest Hour 750 1387 280 372 Project Name: 5th Highest Hour 667 1233 249 330 Analyst: 6th Highest Hour 646 1194 245 325 Date: 7th Highest Hour 615 1137 237 314 File: 8th Highest Hour 594 1098 217 288 9th Highest Hour 563 1040 205 272 Intersection: 10th Highest Hour 552 1021 197 262 Scenario: 11th Highest Hour 532 983 193 257 12th Highest Hour 521 963 193 257 13th Highest Hour 500 925 189 251 14th Highest Hour 448 828 158 209 15th Highest Hour 354 655 154 204 Warrant Name Analyzed? Met? 16th Highest Hour 313 578 110 147 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 240 443 110 147 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 198 366 75 99 #3 Peak Hour Yes Yes 19th Highest Hour 167 308 47 63 #4 Pedestrian Volume No - 20th Highest Hour 94 173 39 52 #5 School Crossing No - 21st Highest Hour 63 116 20 26 #6 Coordinated Signal System No - 22nd Highest Hour 52 96 16 21 #7 Crash Experience No - 23rd Highest Hour 31 58 16 21 #8 Roadway Network No - 24th Highest Hour 31 58 12 16 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 15 Yes Speed > 40 mph? Yes B 750 75 16 Yes Population < 10,000? No A 400 120 17 Yes Warrant Factor 70% B 600 60 17 Yes Peak Hour or Daily Count? Peak Hour A 350 105 17 Yes B 525 53 18 Yes Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 18 Yes Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 19 Yes Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Background (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 119 - 2045 Background (wIMP).xls]Data Input 19 - SH 44 & Plummer Ln 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- Appendix P Internal Trip Capture Worksheets ---PAGE BREAK--- Project Name: Organization: Project Location: Performed By: Scenario Description: Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 130 80 50 Restaurant 0 Cinema/Entertainment 0 Residential 646 167 479 Hotel 0 All Other Land Uses2 0 776 247 529 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment 1.00 0% 0% 1.00 0% 0% Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 1.00 0% 0% 1.00 0% 0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 3 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 5 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 776 247 529 Office N/A N/A Internal Capture Percentage 2% 3% 2% Retail 6% 6% Restaurant N/A N/A External Vehicle-Trips5 760 239 521 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 2% 1% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A 684 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-Trips3 Land Use Willow Brook Development Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To) Origin (From) Origin (From) Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 6Person-Trips *Indicates computation that has been rounded to the nearest whole number. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. Ada County, Idaho AM Street Peak Hour 2045 Mixed-Use Calculation ---PAGE BREAK--- Project Name: Organization: Project Location: Performed By: Scenario Description: Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 389 190 199 Restaurant 0 Cinema/Entertainment 0 Residential 907 571 336 Hotel 0 All Other Land Uses2 0 1,296 761 535 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment 1.00 0% 0% 1.00 0% 0% Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 1.00 0% 0% 1.00 0% 0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 0 52 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 19 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,296 761 535 Office N/A N/A Internal Capture Percentage 11% 9% 13% Retail 10% 26% Restaurant N/A N/A External Vehicle-Trips5 1,154 690 464 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 9% 6% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Mixed-Use Calculation 2045 PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only ) Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips 684 Internal Trip Capture Estimation Tool Willow Brook Development Ada County, Idaho Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From) Destination (To) Cinema/Entertainment Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From) Destination (To) Cinema/Entertainment 0 0 0 0 0 Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be 6Person-Trips 1Land Use Codes (LUCs) from Trip Generation Manual, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual). 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. ---PAGE BREAK--- Appendix Q Year 2030 Total Traffic Operation Worksheets ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions AM Peak Hour 101: Can Ada Road & Purple Sage Road/Internal Collector 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 8.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 15 113 71 32 1 44 6 33 1 4 1 Future Vol, veh/h 4 15 113 71 32 1 44 6 33 1 4 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 2 0 2 2 2 4 0 2 2 0 0 Mvmt Flow 4 17 126 79 36 1 49 7 37 1 4 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 149 149 5 202 131 26 5 0 0 44 0 0 Stage 1 7 7 - 124 124 - - - - - - - Stage 2 142 142 - 78 7 - - - - - - - Critical Hdwy 7.1 6.52 6.2 7.12 6.52 6.22 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.1 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.1 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.5 4.018 3.3 3.518 4.018 3.318 2.236 - - 2.218 - - Pot Cap-1 Maneuver [PHONE REDACTED] [PHONE REDACTED] 1603 - - 1564 - - Stage 1 1020 890 - 880 793 - - - - - - - Stage 2 866 779 - 931 890 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver [PHONE REDACTED] [PHONE REDACTED] 1603 - - 1564 - - Mov Cap-2 Maneuver 774 719 - 640 736 - - - - - - - Stage 1 988 889 - 853 768 - - - - - - - Stage 2 799 755 - 807 889 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.2 11.5 3.9 1.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1603 - - 1013 669 1564 - - HCM Lane V/C Ratio 0.03 - - 0.145 0.173 0.001 - - HCM Control Delay 7.3 0 - 9.2 11.5 7.3 0 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh) 0.1 - - 0.5 0.6 0 - - ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions AM Peak Hour 102: Internal Collector & Deep Canyon Drive 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Intersection Int Delay, s/veh 6.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 28 1 35 12 1 74 Future Vol, veh/h 28 1 35 12 1 74 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 2 0 2 2 Mvmt Flow 31 1 39 13 1 82 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 32 0 123 32 Stage 1 - - - - 32 - Stage 2 - - - - 91 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1580 - 872 1042 Stage 1 - - - - 991 - Stage 2 - - - - 933 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1580 - 850 1042 Mov Cap-2 Maneuver - - - - 850 - Stage 1 - - - - 991 - Stage 2 - - - - 910 - Approach EB WB NB HCM Control Delay, s 0 5.5 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1039 - - 1580 - HCM Lane V/C Ratio 0.08 - - 0.025 - HCM Control Delay 8.8 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.3 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Intersection Int Delay, s/veh 3.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 125 56 338 909 3 Future Vol, veh/h 6 125 56 338 909 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 3 3 100 Mvmt Flow 7 139 62 376 1010 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1512 1012 1013 0 - 0 Stage 1 1012 - - - - - Stage 2 500 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 134 293 692 - - - Stage 1 354 - - - - - Stage 2 613 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 122 293 692 - - - Mov Cap-2 Maneuver 122 - - - - - Stage 1 322 - - - - - Stage 2 613 - - - - - Approach EB NB SB HCM Control Delay, s 31.9 1.5 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 692 - 275 - - HCM Lane V/C Ratio 0.09 - 0.529 - - HCM Control Delay 10.7 - 31.9 - - HCM Lane LOS B - D - - HCM 95th %tile Q(veh) 0.3 - 2.9 - - ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions AM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 4 Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 12 1 87 11 2 186 Future Vol, veh/h 12 1 87 11 2 186 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 13 1 97 12 2 207 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 314 103 0 0 109 0 Stage 1 103 - - - - - Stage 2 211 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 683 957 - - 1494 - Stage 1 926 - - - - - Stage 2 829 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 682 957 - - 1494 - Mov Cap-2 Maneuver 682 - - - - - Stage 1 926 - - - - - Stage 2 827 - - - - - Approach WB NB SB HCM Control Delay, s 10.3 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 697 1494 - HCM Lane V/C Ratio - - 0.021 0.001 - HCM Control Delay - - 10.3 7.4 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - ---PAGE BREAK--- HCM 6th AWSC 2030 Total Traffic Conditions AM Peak Hour 107: Can Ada Road & New Hope Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 41 10 41 8 10 4 67 48 85 127 14 Future Vol, veh/h 10 41 10 41 8 10 4 67 48 85 127 14 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 4 0 46 20 0 23 0 0 0 0 0 Mvmt Flow 11 43 11 43 8 11 4 71 51 89 134 15 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.2 9.3 8.6 9.3 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 16% 69% 38% Vol Thru, % 56% 67% 14% 56% Vol Right, % 40% 16% 17% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 119 61 59 226 LT Vol 4 10 41 85 Through Vol 67 41 8 127 RT Vol 48 10 10 14 Lane Flow Rate 125 64 62 238 Geometry Grp 1 1 1 1 Degree of Util 0.162 0.085 0.097 0.292 Departure Headway (Hd) 4.648 4.757 5.636 4.414 Convergence, Y/N Yes Yes Yes Yes Cap 772 752 635 814 Service Time 2.676 2.795 3.675 2.438 HCM Lane V/C Ratio 0.162 0.085 0.098 0.292 HCM Control Delay 8.6 8.2 9.3 9.3 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.3 0.3 1.2 ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 6 Intersection Int Delay, s/veh 26.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 57 940 393 56 113 81 Future Vol, veh/h 57 940 393 56 113 81 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 29 3 4 3 0 13 Mvmt Flow 61 1000 418 60 120 86 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 478 0 - 0 1570 448 Stage 1 - - - - 448 - Stage 2 - - - - 1122 - Critical Hdwy 4.39 - - - 6.4 6.33 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.461 - - - 3.5 3.417 Pot Cap-1 Maneuver 957 - - - 123 588 Stage 1 - - - - 648 - Stage 2 - - - - 314 - Platoon blocked, % - - - Mov Cap-1 Maneuver 957 - - - ~ 105 588 Mov Cap-2 Maneuver - - - - ~ 105 - Stage 1 - - - - 555 - Stage 2 - - - - 314 - Approach EB WB SB HCM Control Delay, s 0.5 0 224.3 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 957 - - - 160 HCM Lane V/C Ratio 0.063 - - - 1.29 HCM Control Delay 9 0 - - 224.3 HCM Lane LOS A A - - F HCM 95th %tile Q(veh) 0.2 - - - 12.2 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions PM Peak Hour 101: Can Ada Road & Purple Sage Road/Internal Collector 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 8.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 40 83 55 25 1 146 19 88 1 2 4 Future Vol, veh/h 6 40 83 55 25 1 146 19 88 1 2 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 2 2 2 2 2 1 0 2 2 0 0 Mvmt Flow 7 44 92 61 28 1 162 21 98 1 2 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 415 449 4 468 402 70 6 0 0 119 0 0 Stage 1 6 6 - 394 394 - - - - - - - Stage 2 409 443 - 74 8 - - - - - - - Critical Hdwy 7.1 6.52 6.22 7.12 6.52 6.22 4.11 - - 4.12 - - Critical Hdwy Stg 1 6.1 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.1 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.5 4.018 3.318 3.518 4.018 3.318 2.209 - - 2.218 - - Pot Cap-1 Maneuver [PHONE REDACTED] 505 [PHONE REDACTED] - - 1469 - - Stage 1 1021 891 - 631 605 - - - - - - - Stage 2 623 576 - 935 889 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver [PHONE REDACTED] 392 [PHONE REDACTED] - - 1469 - - Mov Cap-2 Maneuver 483 450 - 392 478 - - - - - - - Stage 1 911 890 - 563 540 - - - - - - - Stage 2 527 514 - 812 888 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.2 16 4.3 1.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - [PHONE REDACTED] - - HCM Lane V/C Ratio 0.1 - - 0.198 0.215 0.001 - - HCM Control Delay 7.5 0 - 11.2 16 7.5 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh) 0.3 - - 0.7 0.8 0 - - ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions PM Peak Hour 102: Internal Collector & Deep Canyon Drive 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Intersection Int Delay, s/veh 5.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 21 1 92 36 1 58 Future Vol, veh/h 21 1 92 36 1 58 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 2 0 2 2 Mvmt Flow 23 1 102 40 1 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 24 0 268 24 Stage 1 - - - - 24 - Stage 2 - - - - 244 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1591 - 721 1052 Stage 1 - - - - 999 - Stage 2 - - - - 797 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1591 - 673 1052 Mov Cap-2 Maneuver - - - - 673 - Stage 1 - - - - 999 - Stage 2 - - - - 744 - Approach EB WB NB HCM Control Delay, s 0 5.3 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1042 - - 1591 - HCM Lane V/C Ratio 0.063 - - 0.064 - HCM Control Delay 8.7 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0.2 - ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 95 158 1130 517 6 Future Vol, veh/h 4 95 158 1130 517 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 0 2 2 2 0 Mvmt Flow 4 [PHONE REDACTED] 568 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2162 572 575 0 - 0 Stage 1 572 - - - - - Stage 2 1590 - - - - - Critical Hdwy 6.4 6.2 4.12 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.218 - - - Pot Cap-1 Maneuver 53 523 998 - - - Stage 1 569 - - - - - Stage 2 186 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 44 523 998 - - - Mov Cap-2 Maneuver 44 - - - - - Stage 1 470 - - - - - Stage 2 186 - - - - - Approach EB NB SB HCM Control Delay, s 19.1 1.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 998 - 363 - - HCM Lane V/C Ratio 0.174 - 0.3 - - HCM Control Delay 9.4 - 19.1 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.6 - 1.2 - - ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions PM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 4 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 18 10 258 31 2 133 Future Vol, veh/h 18 10 258 31 2 133 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 20 11 287 34 2 148 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 456 304 0 0 321 0 Stage 1 304 - - - - - Stage 2 152 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 566 740 - - 1250 - Stage 1 753 - - - - - Stage 2 881 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 565 740 - - 1250 - Mov Cap-2 Maneuver 565 - - - - - Stage 1 753 - - - - - Stage 2 879 - - - - - Approach WB NB SB HCM Control Delay, s 11.1 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 617 1250 - HCM Lane V/C Ratio - - 0.05 0.002 - HCM Control Delay - - 11.1 7.9 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0 - ---PAGE BREAK--- HCM 6th AWSC 2030 Total Traffic Conditions PM Peak Hour 107: Can Ada Road & New Hope Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Intersection Intersection Delay, s/veh 9.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 18 3 46 62 79 19 133 31 61 109 17 Future Vol, veh/h 14 18 3 46 62 79 19 133 31 61 109 17 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 7 3 0 0 0 0 3 0 0 Mvmt Flow 16 20 3 51 69 88 21 148 34 68 121 19 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.6 9.8 9.4 9.7 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 10% 40% 25% 33% Vol Thru, % 73% 51% 33% 58% Vol Right, % 17% 9% 42% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 183 35 187 187 LT Vol 19 14 46 61 Through Vol 133 18 62 109 RT Vol 31 3 79 17 Lane Flow Rate 203 39 208 208 Geometry Grp 1 1 1 1 Degree of Util 0.265 0.056 0.279 0.278 Departure Headway (Hd) 4.683 5.182 4.832 4.814 Convergence, Y/N Yes Yes Yes Yes Cap 762 685 740 742 Service Time 2.741 3.26 2.891 2.871 HCM Lane V/C Ratio 0.266 0.057 0.281 0.28 HCM Control Delay 9.4 8.6 9.8 9.7 HCM Lane LOS A A A A HCM 95th-tile Q 1.1 0.2 1.1 1.1 ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Conditions PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 6 Intersection Int Delay, s/veh 85.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 62 745 1002 108 122 56 Future Vol, veh/h 62 745 1002 108 122 56 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 6 2 1 2 2 12 Mvmt Flow 66 793 1066 115 130 60 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1181 0 - 0 2049 1124 Stage 1 - - - - 1124 - Stage 2 - - - - 925 - Critical Hdwy 4.16 - - - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.254 - - - 3.518 3.408 Pot Cap-1 Maneuver 577 - - - ~ 61 239 Stage 1 - - - - 310 - Stage 2 - - - - 386 - Platoon blocked, % - - - Mov Cap-1 Maneuver 577 - - - ~ 49 239 Mov Cap-2 Maneuver - - - - ~ 49 - Stage 1 - - - - 247 - Stage 2 - - - - 386 - Approach EB WB SB HCM Control Delay, s 0.9 0 $ 998.7 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 577 - - - 65 HCM Lane V/C Ratio 0.114 - - - 2.913 HCM Control Delay 12 0 - 998.7 HCM Lane LOS B A - - F HCM 95th %tile Q(veh) 0.4 - - - 19.2 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Appendix R Year 2030 Mitigated Total Traffic Operation Worksheets ---PAGE BREAK--- Queues 2030 Background Mitigations AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 61 1000 418 60 120 86 v/c Ratio 0.13 0.85 0.41 0.07 0.42 0.29 Control Delay 4.2 16.9 9.6 2.6 29.2 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.2 16.9 9.6 2.6 29.2 9.3 Queue Length 50th (ft) 6 210 86 0 43 0 Queue Length 95th (ft) 18 #597 166 15 90 34 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 455 1413 1173 1025 565 505 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.71 0.36 0.06 0.21 0.17 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2030 Background Mitigations AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 57 940 393 56 113 81 Future Volume (vph) 57 940 393 56 113 81 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1326 1748 1731 1485 1710 1354 Flt Permitted 0.41 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 576 1748 1731 1485 1710 1354 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 61 1000 418 60 120 86 RTOR Reduction (vph) 0 0 0 26 0 72 Lane Group Flow (vph) 61 1000 418 34 120 14 Heavy Vehicles 29% 3% 4% 3% 0% 13% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 41.6 41.6 34.4 34.4 9.8 9.8 Effective Green, g 41.6 41.6 34.4 34.4 9.8 9.8 Actuated g/C Ratio 0.69 0.69 0.57 0.57 0.16 0.16 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 430 1203 985 845 277 219 v/s Ratio Prot 0.01 c0.57 0.24 c0.07 v/s Ratio Perm 0.09 0.02 0.01 v/c Ratio 0.14 0.83 0.42 0.04 0.43 0.06 Uniform Delay, d1 3.6 6.8 7.4 5.7 22.8 21.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 5.0 0.3 0.0 1.1 0.1 Delay 3.8 11.9 7.7 5.7 23.9 21.5 Level of Service A B A A C C Approach Delay 11.4 7.4 22.9 Approach LOS B A C Intersection Summary HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length 60.4 Sum of lost time 13.5 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2030 Background Mitigations AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 57 940 393 56 113 81 Future Volume (veh/h) 57 940 393 56 113 81 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1393 1758 1744 1758 1800 1617 Adj Flow Rate, veh/h 61 1000 418 60 120 86 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 29 3 4 3 0 13 Cap, veh/h 504 1194 907 775 208 166 Arrive On Green 0.06 0.68 0.52 0.52 0.12 0.12 Sat Flow, veh/h 1327 1758 1744 1490 1714 1371 Grp Volume(v), veh/h 61 1000 418 60 120 86 Grp Sat Flow(s),veh/h/ln 1327 1758 1744 1490 1714 1371 Q Serve(g_s), s 0.8 19.1 6.8 0.9 3.0 2.7 Cycle Q Clear(g_c), s 0.8 19.1 6.8 0.9 3.0 2.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 504 1194 907 775 208 166 V/C Ratio(X) 0.12 0.84 0.46 0.08 0.58 0.52 Avail Cap(c_a), veh/h 575 1850 1465 1251 703 562 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 4.3 5.4 6.8 5.4 18.7 18.6 Incr Delay (d2), s/veh 0.1 2.1 0.4 0.0 2.5 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 3.3 1.8 0.2 1.2 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 4.4 7.5 7.2 5.4 21.3 21.1 LOS A A A A C C Approach Vol, veh/h 1061 478 206 Approach Delay, s/veh 7.3 7.0 21.2 Approach LOS A A C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 35.2 10.0 7.2 28.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 47.5 18.5 5.1 37.9 Max Q Clear Time (g_c+I1), s 21.1 5.0 2.8 8.8 Green Ext Time s 9.6 0.5 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Mit RCUT AM 117: SH 44 & Can Ada Road 01/12/2023 2030 Total Traffic Mit RCUT AM 2:01 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 57 1053 393 56 0 194 Future Vol, veh/h 57 1053 393 56 0 194 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 61 1120 418 60 0 206 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 478 0 - 0 - 209 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 1081 - - - 0 797 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1081 - - - - 797 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.4 0 11.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1081 - - - 797 HCM Lane V/C Ratio 0.056 - - - 0.259 HCM Control Delay 8.5 - - - 11.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.2 - - - 1 ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Mit RCUT AM 119: SH 44 & Plummer Road 01/12/2023 2030 Total Traffic Mit RCUT AM 2:01 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 6.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 869 63 49 467 103 0 0 120 0 0 525 Future Vol, veh/h 25 869 63 49 467 103 0 0 120 0 0 525 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 26 915 66 52 492 108 0 0 126 0 0 553 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 600 0 0 981 0 0 - - 458 - - 246 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 973 - - 699 - - 0 0 550 0 0 754 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 973 - - 699 - - - - 550 - - 754 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.2 0.8 13.5 21.7 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 550 973 - - 699 - - 754 HCM Lane V/C Ratio 0.23 0.027 - - 0.074 - - 0.733 HCM Control Delay 13.5 8.8 - - 10.6 - - 21.7 HCM Lane LOS B A - - B - - C HCM 95th %tile Q(veh) 0.9 0.1 - - 0.2 - - 6.5 ---PAGE BREAK--- Queues 2030 Background Mitigations PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 66 793 1066 115 130 60 v/c Ratio 0.34 0.61 0.91 0.11 0.53 0.24 Control Delay 7.8 7.7 26.6 4.1 46.0 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.8 7.7 26.6 4.1 46.0 12.3 Queue Length 50th (ft) 8 156 463 11 74 0 Queue Length 95th (ft) 21 310 #911 34 133 34 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 197 1448 1318 1123 379 356 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.55 0.81 0.10 0.34 0.17 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2030 Background Mitigations PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 62 745 1002 108 122 56 Future Volume (vph) 62 745 1002 108 122 56 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1613 1765 1782 1500 1676 1366 Flt Permitted 0.08 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 140 1765 1782 1500 1676 1366 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 66 793 1066 115 130 60 RTOR Reduction (vph) 0 0 0 18 0 51 Lane Group Flow (vph) 66 793 1066 97 130 9 Heavy Vehicles 6% 2% 1% 2% 2% 12% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 64.3 64.3 56.2 56.2 12.5 12.5 Effective Green, g 64.3 64.3 56.2 56.2 12.5 12.5 Actuated g/C Ratio 0.75 0.75 0.66 0.66 0.15 0.15 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 166 1322 1167 982 244 199 v/s Ratio Prot 0.02 c0.45 c0.60 c0.08 v/s Ratio Perm 0.28 0.06 0.01 v/c Ratio 0.40 0.60 0.91 0.10 0.53 0.04 Uniform Delay, d1 15.3 4.9 12.7 5.5 33.9 31.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.7 10.9 0.0 2.2 0.1 Delay 16.9 5.6 23.6 5.5 36.2 31.6 Level of Service B A C A D C Approach Delay 6.5 21.8 34.7 Approach LOS A C C Intersection Summary HCM 2000 Control Delay 17.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length 85.8 Sum of lost time 13.5 Intersection Capacity Utilization 70.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2030 Background Mitigations PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 62 745 1002 108 122 56 Future Volume (veh/h) 62 745 1002 108 122 56 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1716 1772 1786 1772 1772 1632 Adj Flow Rate, veh/h 66 793 1066 115 130 60 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 2 1 2 2 12 Cap, veh/h 254 1372 1187 998 179 147 Arrive On Green 0.05 0.77 0.66 0.66 0.11 0.11 Sat Flow, veh/h 1634 1772 1786 1502 1688 1383 Grp Volume(v), veh/h 66 793 1066 115 130 60 Grp Sat Flow(s),veh/h/ln 1634 1772 1786 1502 1688 1383 Q Serve(g_s), s 0.8 13.8 37.4 2.1 5.6 3.1 Cycle Q Clear(g_c), s 0.8 13.8 37.4 2.1 5.6 3.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 254 1372 1187 998 179 147 V/C Ratio(X) 0.26 0.58 0.90 0.12 0.73 0.41 Avail Cap(c_a), veh/h 282 1718 1506 1267 403 331 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 14.6 3.5 10.5 4.6 32.6 31.4 Incr Delay (d2), s/veh 0.5 0.4 6.3 0.1 5.5 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.8 13.0 0.5 2.5 2.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 15.2 3.9 16.8 4.6 38.1 33.3 LOS B A B A D C Approach Vol, veh/h 859 1181 190 Approach Delay, s/veh 4.7 15.6 36.6 Approach LOS A B D Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 62.8 12.5 8.2 54.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 73.0 18.0 5.0 63.5 Max Q Clear Time (g_c+I1), s 15.8 7.6 2.8 39.4 Green Ext Time s 7.4 0.4 0.0 10.7 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Mit RCUT PM 117: SH 44 & Can Ada Road 01/12/2023 2030 Total Traffic Mit RCUT PM 2:01 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 62 867 1002 108 0 178 Future Vol, veh/h 62 867 1002 108 0 178 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 66 922 1066 115 0 189 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1181 0 - 0 - 533 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 587 - - - 0 491 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 587 - - - - 491 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.8 0 16.9 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 587 - - - 491 HCM Lane V/C Ratio 0.112 - - - 0.386 HCM Control Delay 11.9 - - - 16.9 HCM Lane LOS B - - - C HCM 95th %tile Q(veh) 0.4 - - - 1.8 ---PAGE BREAK--- HCM 6th TWSC 2030 Total Traffic Mit RCUT PM 119: SH 44 & Plummer Road 01/12/2023 2030 Total Traffic Mit RCUT PM 2:01 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 433 61 60 710 203 0 0 137 0 0 182 Future Vol, veh/h 39 433 61 60 710 203 0 0 137 0 0 182 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 98 98 98 80 80 80 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 45 498 70 61 724 207 0 0 171 0 0 217 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 931 0 0 568 0 0 - - 249 - - 362 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 731 - - 1000 - - 0 0 751 0 0 635 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 731 - - 1000 - - - - 751 - - 635 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.7 0.5 11.2 13.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 751 731 - - 1000 - - 635 HCM Lane V/C Ratio 0.228 0.061 - - 0.061 - - 0.341 HCM Control Delay 11.2 10.2 - - 8.8 - - 13.6 HCM Lane LOS B B - - A - - B HCM 95th %tile Q(veh) 0.9 0.2 - - 0.2 - - 1.5 ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End NB SB EB WB (503) 228-5230 7:00 AM 8:00 AM 395 912 131 0 2nd Highest Hour 395 912 104 0 3rd Highest Hour 357 824 98 0 Project 4th Highest Hour 343 791 87 0 Project Name: 5th Highest Hour 305 703 81 0 Analyst: 6th Highest Hour 295 681 75 0 Date: 7th Highest Hour 281 648 73 0 File: 8th Highest Hour 271 626 69 0 9th Highest Hour 257 593 69 0 Intersection: 10th Highest Hour 252 582 67 0 Scenario: 11th Highest Hour 243 560 60 0 12th Highest Hour 238 549 58 0 13th Highest Hour 228 527 47 0 14th Highest Hour 205 472 45 0 15th Highest Hour 162 374 43 0 Warrant Name Analyzed? Met? 16th Highest Hour 143 330 42 0 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 109 253 24 0 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 90 209 24 0 #3 Peak Hour Yes Yes 19th Highest Hour 76 176 10 0 #4 Pedestrian Volume No - 20th Highest Hour 43 99 7 0 #5 School Crossing No - 21st Highest Hour 29 66 5 0 #6 Coordinated Signal System No - 22nd Highest Hour 24 55 1 0 #7 Crash Experience No - 23rd Highest Hour 14 33 1 0 #8 Roadway Network No - 24th Highest Hour 14 33 1 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Major East-West Approach = Minor Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 0 No Speed > 40 mph? Yes B 750 75 6 No Population < 10,000? No A 400 120 1 No Warrant Factor 70% B 600 60 11 Yes Peak Hour or Daily Count? Peak Hour A 350 105 2 No B 525 53 12 Yes Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 4 No Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 16 Yes Minor Street: 4th-Highest Hour / Peak Hour 66% Minor Street: 8th-Highest Hour / Peak Hour 52% 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 25407 Willow Brook Golf Community CHF 1/13/2023 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 104 - 2030 Total.xls]Data Input 4 - SH 16 & Deep Canyon Drive 2030 Total Traffic Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? Signal Warrant Met? 100% No 80% Yes 70% Yes 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes ---PAGE BREAK--- Appendix S Year 2045 Total Traffic Operation Worksheets ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 101: Can Ada Road & Purple Sage Road/Aerie Way 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 1 Intersection Int Delay, s/veh 14.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 44 214 135 89 1 101 27 67 1 40 22 Future Vol, veh/h 18 44 214 135 89 1 101 27 67 1 40 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 4 0 0 0 0 0 Mvmt Flow 20 49 238 150 99 1 112 30 74 1 44 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 399 386 56 493 361 67 68 0 0 104 0 0 Stage 1 58 58 - 291 291 - - - - - - - Stage 2 341 328 - 202 70 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.14 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.236 - - 2.2 - - Pot Cap-1 Maneuver [PHONE REDACTED] [PHONE REDACTED] 1521 - - 1500 - - Stage 1 959 851 - 721 675 - - - - - - - Stage 2 678 651 - 805 841 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver [PHONE REDACTED] [PHONE REDACTED] 1521 - - 1500 - - Mov Cap-2 Maneuver 454 507 - 327 523 - - - - - - - Stage 1 883 850 - 664 622 - - - - - - - Stage 2 525 600 - 581 840 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12 30.1 3.9 0.1 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1521 - - [PHONE REDACTED] - - HCM Lane V/C Ratio 0.074 - - 0.374 0.649 0.001 - - HCM Control Delay 7.6 0 - 12 30.1 7.4 0 - HCM Lane LOS A A - B D A A - HCM 95th %tile Q(veh) 0.2 - - 1.7 4.4 0 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 102: Aerie Way & Deep Canyon Dr 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 2 Intersection Int Delay, s/veh 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 56 1 64 26 1 129 Future Vol, veh/h 56 1 64 26 1 129 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 62 1 71 29 1 143 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 63 0 234 63 Stage 1 - - - - 63 - Stage 2 - - - - 171 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1553 - 759 1007 Stage 1 - - - - 965 - Stage 2 - - - - 864 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1553 - 724 1007 Mov Cap-2 Maneuver - - - - 724 - Stage 1 - - - - 965 - Stage 2 - - - - 824 - Approach EB WB NB HCM Control Delay, s 0 5.3 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1004 - - 1553 - HCM Lane V/C Ratio 0.144 - - 0.046 - HCM Control Delay 9.2 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.5 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 3 Intersection Int Delay, s/veh 38.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 14 246 [PHONE REDACTED] 7 Future Vol, veh/h 14 246 [PHONE REDACTED] 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 3 3 100 Mvmt Flow 16 273 [PHONE REDACTED] 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1874 1176 1180 0 - 0 Stage 1 1176 - - - - - Stage 2 698 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 80 ~ 235 599 - - - Stage 1 296 - - - - - Stage 2 497 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 57 ~ 235 599 - - - Mov Cap-2 Maneuver 57 - - - - - Stage 1 210 - - - - - Stage 2 497 - - - - - Approach EB NB SB HCM Control Delay, s 267.1 2.9 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 599 - 201 - - HCM Lane V/C Ratio 0.219 - 1.437 - - HCM Control Delay 12.7 0 267.1 - - HCM Lane LOS B A F - - HCM 95th %tile Q(veh) 0.8 - 17.3 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 1 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 58 23 181 36 13 375 Future Vol, veh/h 58 23 181 36 13 375 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 64 26 201 40 14 417 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 666 221 0 0 241 0 Stage 1 221 - - - - - Stage 2 445 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 428 824 - - 1337 - Stage 1 821 - - - - - Stage 2 650 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 422 824 - - 1337 - Mov Cap-2 Maneuver 422 - - - - - Stage 1 821 - - - - - Stage 2 641 - - - - - Approach WB NB SB HCM Control Delay, s 14 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 490 1337 - HCM Lane V/C Ratio - - 0.184 0.011 - HCM Control Delay - - 14 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.7 0 - ---PAGE BREAK--- HCM 6th AWSC 2045 Total Traffic Conditions AM Peak Hour 107: Can Ada Road & New Hope Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 5 Intersection Intersection Delay, s/veh 15.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 56 13 56 11 9 7 168 87 140 316 34 Future Vol, veh/h 19 56 13 56 11 9 7 168 87 140 316 34 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 4 0 46 20 0 23 0 0 0 0 0 Mvmt Flow 20 59 14 59 12 9 7 177 92 147 333 36 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.2 11.3 12.1 18.7 HCM LOS B B B C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 22% 74% 29% Vol Thru, % 64% 64% 14% 64% Vol Right, % 33% 15% 12% 7% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 262 88 76 490 LT Vol 7 19 56 140 Through Vol 168 56 11 316 RT Vol 87 13 9 34 Lane Flow Rate 276 93 80 516 Geometry Grp 1 1 1 1 Degree of Util 0.41 0.155 0.155 0.704 Departure Headway (Hd) 5.353 6.033 6.955 4.913 Convergence, Y/N Yes Yes Yes Yes Cap 673 593 515 743 Service Time 3.388 4.085 5.008 2.913 HCM Lane V/C Ratio 0.41 0.157 0.155 0.694 HCM Control Delay 12.1 10.2 11.3 18.7 HCM Lane LOS B B B C HCM 95th-tile Q 2 0.5 0.5 5.9 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 108: Wing Road & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 6 Intersection Int Delay, s/veh 2.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 268 107 40 83 13 Future Vol, veh/h 6 268 107 40 83 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 3 8 0 3 0 Mvmt Flow 7 298 119 44 92 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 163 0 - 0 453 141 Stage 1 - - - - 141 - Stage 2 - - - - 312 - Critical Hdwy 4.1 - - - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.3 Pot Cap-1 Maneuver 1428 - - - 563 912 Stage 1 - - - - 883 - Stage 2 - - - - 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1428 - - - 560 912 Mov Cap-2 Maneuver - - - - 560 - Stage 1 - - - - 879 - Stage 2 - - - - 740 - Approach EB WB SB HCM Control Delay, s 0.2 0 12.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1428 - - - 591 HCM Lane V/C Ratio 0.005 - - - 0.18 HCM Control Delay 7.5 - - - 12.4 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.7 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 7 Intersection Int Delay, s/veh 14.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 402 5 40 134 78 9 48 140 113 39 26 Future Vol, veh/h 3 402 5 40 134 78 9 48 140 113 39 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 100 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 3 0 7 8 0 0 0 3 0 0 0 Mvmt Flow 3 447 6 44 149 87 10 53 156 126 43 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 236 0 0 453 0 0 773 780 450 798 696 149 Stage 1 - - - - - - 456 456 - 237 237 - Stage 2 - - - - - - 317 324 - 561 459 - Critical Hdwy 4.1 - - 4.17 - - 7.1 6.5 6.23 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.263 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 1343 - - 1082 - - 319 329 607 306 368 903 Stage 1 - - - - - - 588 572 - 771 713 - Stage 2 - - - - - - 698 653 - 516 570 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1343 - - 1082 - - 269 313 607 190 350 903 Mov Cap-2 Maneuver - - - - - - 269 313 - 190 350 - Stage 1 - - - - - - 586 570 - 769 679 - Stage 2 - - - - - - 603 622 - 347 568 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.3 19.1 63.4 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 472 1343 - - 1082 - - 242 HCM Lane V/C Ratio 0.464 0.002 - - 0.041 - - 0.817 HCM Control Delay 19.1 7.7 0 - 8.5 0 - 63.4 HCM Lane LOS C A A - A A - F HCM 95th %tile Q(veh) 2.4 0 - - 0.1 - - 6.3 ---PAGE BREAK--- Queues 2045 Total Traffic Conditions AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 277 257 149 96 124 88 463 [PHONE REDACTED] 7 v/c Ratio 0.09 0.97 0.59 1.21 0.37 0.27 0.84 0.53 0.24 0.61 1.17 0.01 Control Delay 45.1 108.3 16.5 192.3 59.5 1.4 82.1 30.2 3.1 16.7 118.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.1 108.3 16.5 192.3 59.5 1.4 82.1 30.2 3.1 16.7 118.4 0.0 Queue Length 50th (ft) 18 273 27 ~158 86 0 36 307 0 119 ~1313 0 Queue Length 95th (ft) 43 #461 119 #313 149 0 #152 445 40 168 #1579 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 257 285 433 123 263 466 105 874 851 545 969 920 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.97 0.59 1.21 0.37 0.27 0.84 0.53 0.24 0.56 1.17 0.01 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 249 231 134 86 112 79 417 [PHONE REDACTED] 6 Future Volume (vph) 21 249 231 134 86 112 79 417 [PHONE REDACTED] 6 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 1485 1710 1800 1530 1693 1731 1530 Flt Permitted 0.69 1.00 1.00 0.22 1.00 1.00 0.05 1.00 1.00 0.33 1.00 1.00 Satd. Flow (perm) 1251 1782 1530 385 1374 1485 99 1800 1530 586 1731 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 23 277 257 149 96 124 88 463 [PHONE REDACTED] 7 RTOR Reduction (vph) 0 0 186 0 0 101 0 0 105 0 0 3 Lane Group Flow (vph) 23 277 71 149 96 23 88 463 95 306 1132 4 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 29.8 26.8 26.8 33.8 28.8 28.8 77.9 72.9 72.9 98.0 84.0 84.0 Effective Green, g 29.8 26.8 26.8 33.8 28.8 28.8 77.9 72.9 72.9 98.0 84.0 84.0 Actuated g/C Ratio 0.20 0.18 0.18 0.22 0.19 0.19 0.51 0.48 0.48 0.64 0.55 0.55 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 252 312 268 126 258 279 103 858 729 492 951 841 v/s Ratio Prot 0.00 0.16 0.05 c0.04 0.07 0.02 0.03 0.26 0.06 c0.07 c0.65 0.00 v/s Ratio Perm 0.02 c0.22 0.41 0.33 v/c Ratio 0.09 0.89 0.27 1.18 0.37 0.08 0.85 0.54 0.13 0.62 1.19 0.00 Uniform Delay, d1 50.2 61.5 54.5 59.9 54.1 51.1 35.7 28.1 22.3 15.8 34.4 15.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 24.8 0.5 137.5 0.9 0.1 44.6 1.2 0.2 1.8 96.2 0.0 Delay 50.2 86.3 55.0 197.3 55.0 51.3 80.2 29.3 22.5 17.6 130.6 15.5 Level of Service D F E F E D F C C B F B Approach Delay 70.4 111.2 33.5 106.1 Approach LOS E F C F Intersection Summary HCM 2000 Control Delay 82.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.22 Actuated Cycle Length 152.8 Sum of lost time 32.0 Intersection Capacity Utilization 109.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions AM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 249 231 134 86 112 79 417 [PHONE REDACTED] 6 Future Volume (veh/h) 21 249 231 134 86 112 79 417 [PHONE REDACTED] 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 23 277 257 149 96 124 88 463 [PHONE REDACTED] 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 213 286 244 108 236 257 105 885 750 467 977 854 Arrive On Green 0.02 0.16 0.16 0.03 0.17 0.17 0.03 0.49 0.49 0.10 0.56 0.56 Sat Flow, veh/h 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Grp Volume(v), veh/h 23 277 257 149 96 124 88 463 [PHONE REDACTED] 7 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Q Serve(g_s), s 1.7 23.1 24.0 5.0 9.4 11.3 3.9 26.4 11.5 12.9 84.0 0.3 Cycle Q Clear(g_c), s 1.7 23.1 24.0 5.0 9.4 11.3 3.9 26.4 11.5 12.9 84.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 213 286 244 108 236 257 105 885 750 467 977 854 V/C Ratio(X) 0.11 0.97 1.05 1.38 0.41 0.48 0.84 0.52 0.27 0.66 1.16 0.01 Avail Cap(c_a), veh/h 235 286 244 108 236 257 105 885 750 543 977 854 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 51.2 62.6 63.0 61.4 55.2 56.0 36.0 26.1 22.3 18.6 33.0 14.6 Incr Delay (d2), s/veh 0.1 44.7 72.2 216.5 1.1 1.4 39.9 1.1 0.4 1.4 83.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 14.1 14.2 8.4 3.3 4.4 2.7 11.7 4.3 5.2 56.8 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 51.3 107.3 135.2 277.9 56.3 57.4 75.8 27.2 22.7 20.0 116.2 14.6 LOS D F F F E E E C C C F B Approach Vol, veh/h 557 [PHONE REDACTED] Approach Delay, s/veh 117.9 146.2 31.7 95.3 Approach LOS F F C F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.1 32.9 14.0 93.0 12.0 31.0 24.2 82.8 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 24.0 5.0 84.0 5.0 24.0 22.0 67.0 Max Q Clear Time (g_c+I1), s 3.7 13.3 5.9 86.0 7.0 26.0 14.9 28.4 Green Ext Time s 0.0 0.6 0.0 0.0 0.0 0.0 0.3 8.7 Intersection Summary HCM 6th Ctrl Delay 90.1 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 11 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 992 19 24 484 27 38 Future Vol, veh/h 992 19 24 484 27 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 0 0 0 0 14 Mvmt Flow 1102 21 27 538 30 42 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1123 0 1705 1113 Stage 1 - - - - 1113 - Stage 2 - - - - 592 - Critical Hdwy - - 4.1 - 6.4 6.34 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.426 Pot Cap-1 Maneuver - - 629 - 102 240 Stage 1 - - - - 317 - Stage 2 - - - - 557 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 629 - 96 240 Mov Cap-2 Maneuver - - - - 96 - Stage 1 - - - - 317 - Stage 2 - - - - 523 - Approach EB WB NB HCM Control Delay, s 0 0.5 50.6 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 148 - - 629 - HCM Lane V/C Ratio 0.488 - - 0.042 - HCM Control Delay 50.6 - - 11 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 2.3 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 12 Intersection Int Delay, s/veh 10.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 185 222 302 75 101 140 Future Vol, veh/h 185 222 302 75 101 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 1 4 0 3 2 Mvmt Flow 206 247 336 83 112 156 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 453 0 1085 330 Stage 1 - - - - 330 - Stage 2 - - - - 755 - Critical Hdwy - - 4.14 - 6.43 6.22 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.236 - 3.527 3.318 Pot Cap-1 Maneuver - - 1097 - 239 712 Stage 1 - - - - 726 - Stage 2 - - - - 462 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1097 - 166 712 Mov Cap-2 Maneuver - - - - 166 - Stage 1 - - - - 726 - Stage 2 - - - - 321 - Approach EB WB NB HCM Control Delay, s 0 7.8 33 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 166 712 - - 1097 - HCM Lane V/C Ratio 0.676 0.218 - - 0.306 - HCM Control Delay 62.9 11.5 - - 9.7 - HCM Lane LOS F B - - A - HCM 95th %tile Q(veh) 3.9 0.8 - - 1.3 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 13 Intersection Int Delay, s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 198 324 40 91 91 62 Future Vol, veh/h 198 324 40 91 91 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 3 0 7 6 3 0 Mvmt Flow 213 348 43 98 98 67 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 561 0 571 387 Stage 1 - - - - 387 - Stage 2 - - - - 184 - Critical Hdwy - - 4.17 - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.263 - 3.527 3.3 Pot Cap-1 Maneuver - - 986 - 481 665 Stage 1 - - - - 684 - Stage 2 - - - - 845 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 986 - 459 665 Mov Cap-2 Maneuver - - - - 459 - Stage 1 - - - - 684 - Stage 2 - - - - 806 - Approach EB WB NB HCM Control Delay, s 0 2.7 15 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 525 - - 986 - HCM Lane V/C Ratio 0.313 - - 0.044 - HCM Control Delay 15 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.3 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 115: Pollard Road & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 14 Intersection Int Delay, s/veh 4.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 91 75 227 188 109 127 Future Vol, veh/h 91 75 227 188 109 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 12 4 0 2 4 0 Mvmt Flow 97 80 241 200 116 135 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 708 341 0 0 441 0 Stage 1 341 - - - - - Stage 2 367 - - - - - Critical Hdwy 6.52 6.24 - - 4.14 - Critical Hdwy Stg 1 5.52 - - - - - Critical Hdwy Stg 2 5.52 - - - - - Follow-up Hdwy 3.608 3.336 - - 2.236 - Pot Cap-1 Maneuver 387 697 - - 1108 - Stage 1 698 - - - - - Stage 2 679 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 343 697 - - 1108 - Mov Cap-2 Maneuver 343 - - - - - Stage 1 698 - - - - - Stage 2 602 - - - - - Approach WB NB SB HCM Control Delay, s 18.3 0 4 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 445 1108 - HCM Lane V/C Ratio - - 0.397 0.105 - HCM Control Delay - - 18.3 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.9 0.3 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 116: Palmer Lane & Floating Feather Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 15 Intersection Int Delay, s/veh 7.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 246 399 93 98 5 Future Vol, veh/h 8 246 399 93 98 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 33 8 3 0 6 0 Mvmt Flow 9 273 443 103 109 6 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1101 112 115 0 - 0 Stage 1 112 - - - - - Stage 2 989 - - - - - Critical Hdwy 6.73 6.28 4.13 - - - Critical Hdwy Stg 1 5.73 - - - - - Critical Hdwy Stg 2 5.73 - - - - - Follow-up Hdwy 3.797 3.372 2.227 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 841 - - - - - Stage 2 316 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 139 - - - - - Stage 1 572 - - - - - Stage 2 316 - - - - - Approach EB NB SB HCM Control Delay, s 12.1 6.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1468 - 785 - - HCM Lane V/C Ratio 0.302 - 0.36 - - HCM Control Delay 8.5 0 12.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 1.3 - 1.6 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions AM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 16 Intersection Int Delay, s/veh 605.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 104 1091 456 151 301 148 Future Vol, veh/h 104 1091 456 151 301 148 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 29 3 4 3 0 13 Mvmt Flow 111 1161 485 161 320 157 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 646 0 - 0 1949 566 Stage 1 - - - - 566 - Stage 2 - - - - 1383 - Critical Hdwy 4.39 - - - 6.4 6.33 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.461 - - - 3.5 3.417 Pot Cap-1 Maneuver 823 - - - ~ 72 503 Stage 1 - - - - 572 - Stage 2 - - - - ~ 235 - Platoon blocked, % - - - Mov Cap-1 Maneuver 823 - - - ~ 45 503 Mov Cap-2 Maneuver - - - - ~ 45 - Stage 1 - - - - 355 - Stage 2 - - - - ~ 235 - Approach EB WB SB HCM Control Delay, s 0.9 0 $ 3033.4 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 823 - - - 64 HCM Lane V/C Ratio 0.134 - - - 7.463 HCM Control Delay 10.1 0 - 3033.4 HCM Lane LOS B A - - F HCM 95th %tile Q(veh) 0.5 - - - 55 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Total Traffic Conditions AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 81 786 437 181 466 91 307 167 168 193 423 v/c Ratio 0.26 1.10 0.61 1.21 0.62 0.12 1.14 0.36 0.34 0.48 1.12 Control Delay 20.9 105.9 25.3 176.2 35.5 0.3 136.6 47.2 8.1 37.4 133.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 105.9 25.3 176.2 35.5 0.3 136.6 47.2 8.1 37.4 133.8 Queue Length 50th (ft) 38 ~871 217 ~170 342 0 ~300 134 2 128 ~470 Queue Length 95th (ft) 69 #1125 337 #332 465 0 #497 205 62 194 #690 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 314 713 718 149 755 777 270 463 499 406 378 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.26 1.10 0.61 1.21 0.62 0.12 1.14 0.36 0.34 0.48 1.12 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 747 415 172 443 86 292 159 160 183 337 65 Future Volume (vph) 77 747 415 172 443 86 292 159 160 183 337 65 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1644 1698 1500 1583 1667 1530 1676 1714 1404 1710 1700 Flt Permitted 0.36 1.00 1.00 0.06 1.00 1.00 0.10 1.00 1.00 0.65 1.00 Satd. Flow (perm) 617 1698 1500 98 1667 1530 181 1714 1404 1173 1700 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 81 786 437 181 466 91 307 167 168 193 355 68 RTOR Reduction (vph) 0 0 89 0 0 50 0 0 120 0 5 0 Lane Group Flow (vph) 81 786 348 181 466 41 307 167 48 193 418 0 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Perm pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 7 4 Permitted Phases 6 2 8 8 4 Actuated Green, G 68.0 63.0 63.0 78.0 68.0 68.0 59.0 40.5 40.5 45.5 33.0 Effective Green, g 68.0 63.0 63.0 78.0 68.0 68.0 59.0 40.5 40.5 45.5 33.0 Actuated g/C Ratio 0.45 0.42 0.42 0.52 0.45 0.45 0.39 0.27 0.27 0.30 0.22 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 313 713 630 149 755 693 270 462 379 400 374 v/s Ratio Prot 0.01 0.46 0.23 c0.08 0.28 0.03 c0.15 0.10 0.04 0.25 v/s Ratio Perm 0.11 c0.55 c0.30 0.03 0.11 v/c Ratio 0.26 1.10 0.55 1.21 0.62 0.06 1.14 0.36 0.13 0.48 1.12 Uniform Delay, d1 24.7 43.5 32.9 46.4 31.1 23.0 47.0 44.3 41.4 41.0 58.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 65.3 3.5 142.9 1.3 0.0 96.9 0.2 0.1 0.3 82.6 Delay 24.9 108.8 36.3 189.3 32.4 23.1 143.9 44.5 41.4 41.4 141.1 Level of Service C F D F C C F D D D F Approach Delay 79.3 69.7 91.2 109.9 Approach LOS E E F F Intersection Summary HCM 2000 Control Delay 85.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.23 Actuated Cycle Length 150.0 Sum of lost time 24.0 Intersection Capacity Utilization 111.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions AM Peak Hour 118: Star Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 747 415 172 443 86 292 159 160 183 337 65 Future Volume (veh/h) 77 747 415 172 443 86 292 159 160 183 337 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 81 786 437 181 466 91 307 167 168 193 355 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 309 721 631 155 765 692 273 461 378 397 315 60 Arrive On Green 0.03 0.42 0.42 0.07 0.45 0.45 0.13 0.27 0.27 0.09 0.22 0.22 Sat Flow, veh/h 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 1434 275 Grp Volume(v), veh/h 81 786 437 181 466 91 307 167 168 193 0 423 Grp Sat Flow(s),veh/h/ln 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 0 1708 Q Serve(g_s), s 4.2 63.0 35.7 10.0 31.3 5.2 20.0 11.8 14.8 13.0 0.0 33.0 Cycle Q Clear(g_c), s 4.2 63.0 35.7 10.0 31.3 5.2 20.0 11.8 14.8 13.0 0.0 33.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 309 721 631 155 765 692 273 461 378 397 0 376 V/C Ratio(X) 0.26 1.09 0.69 1.17 0.61 0.13 1.12 0.36 0.44 0.49 0.00 1.13 Avail Cap(c_a), veh/h 309 721 631 155 765 692 273 461 378 397 0 376 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 26.1 43.5 35.6 44.9 31.0 23.8 46.5 44.6 45.8 40.8 0.0 58.5 Incr Delay (d2), s/veh 0.2 60.9 6.2 124.1 1.3 0.1 92.2 0.2 0.3 0.3 0.0 85.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 38.6 14.2 8.5 13.1 1.9 14.6 5.1 5.3 5.7 0.0 23.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 26.3 104.4 41.8 169.0 32.2 23.9 138.8 44.8 46.1 41.1 0.0 143.5 LOS C F D F C C F D D D A F Approach Vol, veh/h 1304 738 642 616 Approach Delay, s/veh 78.6 64.7 90.1 111.4 Approach LOS E E F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 74.0 26.0 39.0 16.0 69.0 19.0 46.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 68.0 20.0 33.0 10.0 63.0 13.0 40.0 Max Q Clear Time (g_c+I1), s 6.2 33.3 22.0 35.0 12.0 65.0 15.0 16.8 Green Ext Time s 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 83.8 HCM 6th LOS F ---PAGE BREAK--- Queues 2045 Total Traffic Conditions AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 31 1108 35 60 632 114 47 13 86 642 v/c Ratio 0.11 1.30 0.05 0.44 0.70 0.14 0.11 0.02 0.14 1.34 Control Delay 14.8 175.6 1.8 28.2 33.1 10.7 33.9 32.2 6.8 203.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.8 175.6 1.8 28.2 33.1 10.7 33.9 32.2 6.8 203.2 Queue Length 50th (ft) 13 ~1378 0 25 476 28 31 8 0 ~813 Queue Length 95th (ft) 28 #1672 9 59 646 65 64 25 39 #1076 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 325 853 741 159 900 801 426 643 602 479 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 1.30 0.05 0.38 0.70 0.14 0.11 0.02 0.14 1.34 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 1053 33 57 600 108 45 12 82 490 40 80 Future Volume (vph) 29 1053 33 57 600 108 45 12 82 490 40 80 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 1710 1748 1457 1660 1748 1500 1710 1800 1530 1686 Flt Permitted 0.24 1.00 1.00 0.05 1.00 1.00 0.66 1.00 1.00 0.76 Satd. Flow (perm) 438 1748 1457 93 1748 1500 1192 1800 1530 1332 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 1108 35 60 632 114 47 13 86 516 42 84 RTOR Reduction (vph) 0 0 18 0 0 29 0 0 56 0 4 0 Lane Group Flow (vph) 31 1108 17 60 632 85 47 13 30 0 638 0 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 76.3 72.3 72.3 81.7 75.0 75.0 52.1 52.1 52.1 52.1 Effective Green, g 76.3 72.3 72.3 81.7 75.0 75.0 52.1 52.1 52.1 52.1 Actuated g/C Ratio 0.52 0.49 0.49 0.55 0.51 0.51 0.35 0.35 0.35 0.35 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 260 853 711 122 885 759 419 633 538 468 v/s Ratio Prot 0.00 c0.63 c0.02 c0.36 0.01 v/s Ratio Perm 0.06 0.01 0.25 0.06 0.04 0.02 c0.48 v/c Ratio 0.12 1.30 0.02 0.49 0.71 0.11 0.11 0.02 0.06 1.36 Uniform Delay, d1 21.1 37.9 19.6 33.1 28.3 19.1 32.4 31.3 31.7 48.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 143.1 0.0 2.3 3.0 0.1 0.1 0.0 0.0 176.9 Delay 21.2 181.0 19.6 35.3 31.2 19.2 32.5 31.4 31.8 224.9 Level of Service C F B D C B C C C F Approach Delay 172.0 29.8 32.0 224.9 Approach LOS F C C F Intersection Summary HCM 2000 Control Delay 135.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.28 Actuated Cycle Length 148.1 Sum of lost time 17.0 Intersection Capacity Utilization 113.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions AM Peak Hour 119: Plummer Road & SH 44 01/12/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 1053 33 57 600 108 45 12 82 490 40 80 Future Volume (veh/h) 29 1053 33 57 600 108 45 12 82 490 40 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 31 1108 35 60 632 114 47 13 86 516 42 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 249 863 720 103 875 748 570 648 549 434 32 63 Arrive On Green 0.02 0.49 0.49 0.03 0.50 0.50 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 1714 1758 1466 1674 1758 1502 1285 1800 1525 1083 88 176 Grp Volume(v), veh/h 31 1108 35 60 632 114 47 13 86 642 0 0 Grp Sat Flow(s),veh/h/ln 1714 1758 1466 1674 1758 1502 1285 1800 1525 1347 0 0 Q Serve(g_s), s 1.3 71.0 1.8 2.6 40.7 6.0 0.0 0.7 5.5 51.3 0.0 0.0 Cycle Q Clear(g_c), s 1.3 71.0 1.8 2.6 40.7 6.0 3.1 0.7 5.5 52.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.13 Lane Grp Cap(c), veh/h 249 863 720 103 875 748 570 648 549 530 0 0 V/C Ratio(X) 0.12 1.28 0.05 0.59 0.72 0.15 0.08 0.02 0.16 1.21 0.00 0.00 Avail Cap(c_a), veh/h 325 863 720 166 875 748 570 648 549 530 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 23.0 36.8 19.2 34.5 28.4 19.7 30.6 29.8 31.4 48.8 0.0 0.0 Incr Delay (d2), s/veh 0.2 136.3 0.0 3.9 3.2 0.1 0.0 0.0 0.1 112.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 62.5 0.6 1.1 17.8 2.2 1.1 0.3 2.1 36.2 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 23.1 173.1 19.2 38.4 31.6 19.8 30.7 29.9 31.5 160.8 0.0 0.0 LOS C F B D C B C C C F A A Approach Vol, veh/h 1174 806 146 642 Approach Delay, s/veh 164.5 30.5 31.1 160.8 Approach LOS F C C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.6 78.0 57.0 10.6 77.0 57.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 71.0 52.0 10.0 71.0 52.0 Max Q Clear Time (g_c+I1), s 3.3 42.7 7.5 4.6 73.0 54.0 Green Ext Time s 0.0 7.6 0.4 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 117.6 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 101: Can Ada Road & Purple Sage Road/Aerie Way 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 131.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 111 176 112 74 1 281 75 168 1 31 25 Future Vol, veh/h 38 111 176 112 74 1 281 75 168 1 31 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 2 0 0 0 1 0 0 0 0 0 Mvmt Flow 42 123 196 124 82 1 312 83 187 1 34 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 892 944 48 1011 865 177 62 0 0 270 0 0 Stage 1 50 50 - 801 801 - - - - - - - Stage 2 842 894 - 210 64 - - - - - - - Critical Hdwy 7.1 6.5 6.22 7.1 6.5 6.2 4.11 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.318 3.5 4 3.3 2.209 - - 2.2 - - Pot Cap-1 Maneuver [PHONE REDACTED] 220 [PHONE REDACTED] - - 1305 - - Stage 1 968 857 - 381 400 - - - - - - - Stage 2 362 362 - 797 846 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver [PHONE REDACTED] ~ 75 [PHONE REDACTED] - - 1305 - - Mov Cap-2 Maneuver 155 200 - ~ 75 222 - - - - - - - Stage 1 733 856 - 288 303 - - - - - - - Stage 2 199 274 - 551 845 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 108.7 $ 568.2 4.2 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1547 - - [PHONE REDACTED] - - HCM Lane V/C Ratio 0.202 - - 1.081 2.037 0.001 - - HCM Control Delay 7.9 0 - 108.7$ 568.2 7.8 0 - HCM Lane LOS A A - F F A A - HCM 95th %tile Q(veh) 0.8 - - 13.5 17.6 0 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 102: Aerie Way & Deep Canyon Dr 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Intersection Int Delay, s/veh 5.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 43 1 161 71 1 108 Future Vol, veh/h 43 1 161 71 1 108 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 48 1 179 79 1 120 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 49 0 486 49 Stage 1 - - - - 49 - Stage 2 - - - - 437 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1571 - 544 1025 Stage 1 - - - - 979 - Stage 2 - - - - 655 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1571 - 479 1025 Mov Cap-2 Maneuver - - - - 479 - Stage 1 - - - - 979 - Stage 2 - - - - 577 - Approach EB WB NB HCM Control Delay, s 0 5.3 9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1014 - - 1571 - HCM Lane V/C Ratio 0.119 - - 0.114 - HCM Control Delay 9 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.4 - - 0.4 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Intersection Int Delay, s/veh 3.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 [PHONE REDACTED] 601 15 Future Vol, veh/h 15 [PHONE REDACTED] 601 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 0 2 2 2 0 Mvmt Flow 16 [PHONE REDACTED] 660 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2794 668 676 0 - 0 Stage 1 668 - - - - - Stage 2 2126 - - - - - Critical Hdwy 6.4 6.2 4.12 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.218 - - - Pot Cap-1 Maneuver 21 462 915 - - - Stage 1 513 - - - - - Stage 2 100 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 0 462 915 - - - Mov Cap-2 Maneuver 0 - - - - - Stage 1 0 - - - - - Stage 2 100 - - - - - Approach EB NB SB HCM Control Delay, s 20.5 2.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 915 - 462 - - HCM Lane V/C Ratio 0.374 - 0.507 - - HCM Control Delay 11.3 0 20.5 - - HCM Lane LOS B A C - - HCM 95th %tile Q(veh) 1.7 - 2.8 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 2.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 59 31 517 95 29 280 Future Vol, veh/h 59 31 517 95 29 280 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 66 34 574 106 32 311 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1002 627 0 0 680 0 Stage 1 627 - - - - - Stage 2 375 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 271 487 - - 922 - Stage 1 536 - - - - - Stage 2 699 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 260 487 - - 922 - Mov Cap-2 Maneuver 260 - - - - - Stage 1 536 - - - - - Stage 2 670 - - - - - Approach WB NB SB HCM Control Delay, s 22 0 0.8 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 310 922 - HCM Lane V/C Ratio - - 0.323 0.035 - HCM Control Delay - - 22 9 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.4 0.1 - ---PAGE BREAK--- HCM 6th AWSC 2045 Total Traffic Conditions PM Peak Hour 107: Can Ada Road & New Hope Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Intersection Intersection Delay, s/veh 24.5 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 24 4 62 84 94 33 350 57 100 275 38 Future Vol, veh/h 33 24 4 62 84 94 33 350 57 100 275 38 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 7 3 0 0 0 0 3 0 0 Mvmt Flow 37 27 4 69 93 104 37 389 63 111 306 42 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12 16.4 28.7 26.7 HCM LOS B C D D Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 7% 54% 26% 24% Vol Thru, % 80% 39% 35% 67% Vol Right, % 13% 7% 39% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 440 61 240 413 LT Vol 33 33 62 100 Through Vol 350 24 84 275 RT Vol 57 4 94 38 Lane Flow Rate 489 68 267 459 Geometry Grp 1 1 1 1 Degree of Util 0.802 0.143 0.499 0.771 Departure Headway (Hd) 5.906 7.598 6.735 6.05 Convergence, Y/N Yes Yes Yes Yes Cap 611 470 533 597 Service Time 3.956 5.681 4.792 4.102 HCM Lane V/C Ratio 0.8 0.145 0.501 0.769 HCM Control Delay 28.7 12 16.4 26.7 HCM Lane LOS D B C D HCM 95th-tile Q 7.9 0.5 2.8 7.1 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 108: Wing Road & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 6 Intersection Int Delay, s/veh 2.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 56 139 485 110 62 27 Future Vol, veh/h 56 139 485 110 62 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 62 154 539 122 69 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 661 0 - 0 878 600 Stage 1 - - - - 600 - Stage 2 - - - - 278 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 937 - - - 321 505 Stage 1 - - - - 552 - Stage 2 - - - - 774 - Platoon blocked, % - - - Mov Cap-1 Maneuver 937 - - - 300 505 Mov Cap-2 Maneuver - - - - 300 - Stage 1 - - - - 516 - Stage 2 - - - - 774 - Approach EB WB SB HCM Control Delay, s 2.6 0 19.8 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 937 - - - 342 HCM Lane V/C Ratio 0.066 - - - 0.289 HCM Control Delay 9.1 - - - 19.8 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.2 - - - 1.2 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 109: Pollard Road & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 7 Intersection Int Delay, s/veh 921.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 190 8 164 579 126 310 218 157 61 31 9 Future Vol, veh/h 5 190 8 164 579 126 310 218 157 61 31 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 100 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 6 211 9 182 643 140 344 242 174 68 34 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 783 0 0 220 0 0 1327 1375 216 1443 1239 643 Stage 1 - - - - - - 228 228 - 1007 1007 - Stage 2 - - - - - - 1099 1147 - 436 232 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 844 - - 1361 - - ~ 134 ~ 147 829 111 177 477 Stage 1 - - - - - - 779 719 - 293 321 - Stage 2 - - - - - - ~ 260 276 - 603 716 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 844 - - 1361 - - ~ 86 ~ 110 829 - 133 477 Mov Cap-2 Maneuver - - - - - - ~ 86 ~ 110 - - 133 - Stage 1 - - - - - - 773 713 - 291 243 - Stage 2 - - - - - - ~ 165 ~ 209 - 312 710 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.5 $ 2498.7 HCM LOS F - Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 119 844 - - 1361 - - - HCM Lane V/C Ratio 6.396 0.007 - - 0.134 - - - HCM Control Delay $ 2498.7 9.3 0 - 8.1 0 - - HCM Lane LOS F A A - A A - - HCM 95th %tile Q(veh) 83.7 0 - - 0.5 - - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Total Traffic Conditions PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 132 126 176 503 [PHONE REDACTED] 96 128 638 44 v/c Ratio 0.68 0.38 0.27 0.49 1.12 1.29 0.62 1.43 0.12 1.22 0.80 0.06 Control Delay 70.3 56.2 1.4 42.7 127.9 179.7 29.9 232.7 0.3 185.4 44.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 70.3 56.2 1.4 42.7 127.9 179.7 29.9 232.7 0.3 185.4 44.1 0.1 Queue Length 50th (ft) 48 114 0 129 ~562 ~696 68 ~1552 0 ~104 527 0 Queue Length 95th (ft) #100 183 0 197 #792 #943 106 #1818 0 #246 702 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 104 350 472 364 451 507 239 823 797 105 800 800 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.38 0.27 0.48 1.12 1.29 0.62 1.43 0.12 1.22 0.80 0.06 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 129 123 172 493 [PHONE REDACTED] 94 125 625 43 Future Volume (vph) 70 129 123 172 493 [PHONE REDACTED] 94 125 625 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 1530 1693 1765 1485 1710 1765 1530 Flt Permitted 0.13 1.00 1.00 0.50 1.00 1.00 0.19 1.00 1.00 0.06 1.00 1.00 Satd. Flow (perm) 242 1765 1530 871 1782 1530 344 1765 1485 106 1765 1530 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 132 126 176 503 [PHONE REDACTED] 96 128 638 44 RTOR Reduction (vph) 0 0 101 0 0 119 0 0 51 0 0 24 Lane Group Flow (vph) 71 132 25 176 503 [PHONE REDACTED] 45 128 638 20 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 34.8 29.8 29.8 50.0 38.0 38.0 77.0 70.0 70.0 73.0 68.0 68.0 Effective Green, g 34.8 29.8 29.8 50.0 38.0 38.0 77.0 70.0 70.0 73.0 68.0 68.0 Actuated g/C Ratio 0.23 0.20 0.20 0.33 0.25 0.25 0.51 0.47 0.47 0.49 0.45 0.45 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 105 350 303 359 451 387 239 823 693 105 800 693 v/s Ratio Prot 0.02 0.07 0.02 c0.04 0.28 c0.35 0.03 c0.67 0.03 c0.04 0.36 0.01 v/s Ratio Perm 0.13 0.12 0.29 0.55 v/c Ratio 0.68 0.38 0.08 0.49 1.12 1.39 0.62 1.43 0.06 1.22 0.80 0.03 Uniform Delay, d1 48.5 52.1 49.0 37.6 56.0 56.0 25.6 40.0 22.0 35.8 35.1 22.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.7 0.7 0.1 0.4 77.7 189.2 3.6 200.6 0.1 158.1 6.4 0.0 Delay 61.2 52.7 49.1 38.0 133.7 245.2 29.2 240.6 22.1 193.9 41.5 22.7 Level of Service E D D D F F C F C F D C Approach Delay 53.2 175.9 203.7 64.5 Approach LOS D F F E Intersection Summary HCM 2000 Control Delay 152.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.38 Actuated Cycle Length 150.0 Sum of lost time 32.0 Intersection Capacity Utilization 129.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions PM Peak Hour 110: SH 16 & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 129 123 172 493 [PHONE REDACTED] 94 125 625 43 Future Volume (veh/h) 70 129 123 172 493 [PHONE REDACTED] 94 125 625 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 71 132 126 176 503 [PHONE REDACTED] 96 128 638 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 105 343 295 347 452 386 239 827 695 105 803 692 Arrive On Green 0.03 0.19 0.19 0.09 0.25 0.25 0.05 0.47 0.47 0.03 0.45 0.45 Sat Flow, veh/h 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Grp Volume(v), veh/h 71 132 126 176 503 [PHONE REDACTED] 96 128 638 44 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Q Serve(g_s), s 5.0 9.7 10.9 12.3 38.0 38.0 7.0 70.0 5.5 5.0 46.1 2.4 Cycle Q Clear(g_c), s 5.0 9.7 10.9 12.3 38.0 38.0 7.0 70.0 5.5 5.0 46.1 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 105 343 295 347 452 386 239 827 695 105 803 692 V/C Ratio(X) 0.68 0.39 0.43 0.51 1.11 1.70 0.62 1.42 0.14 1.22 0.79 0.06 Avail Cap(c_a), veh/h 105 343 295 347 452 386 239 827 695 105 803 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 49.6 52.7 53.2 41.6 56.0 56.0 30.2 40.0 22.8 36.7 35.0 23.1 Incr Delay (d2), s/veh 13.2 0.7 1.0 0.5 76.4 324.8 3.8 197.6 0.2 157.4 6.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 4.4 4.3 5.2 26.7 49.5 3.2 75.4 2.0 6.7 21.2 0.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 62.8 53.4 54.2 42.1 132.4 380.8 33.9 237.6 23.0 194.1 41.3 23.2 LOS E D D D F F C F C F D C Approach Vol, veh/h 329 1335 1422 810 Approach Delay, s/veh 55.7 242.6 201.8 64.5 Approach LOS E F F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 45.0 16.0 77.0 21.0 36.0 14.0 79.0 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 38.0 7.0 68.0 14.0 29.0 5.0 70.0 Max Q Clear Time (g_c+I1), s 7.0 40.0 9.0 48.1 14.3 12.9 7.0 72.0 Green Ext Time s 0.0 0.0 0.0 8.0 0.0 1.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 174.9 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 11 Intersection Int Delay, s/veh 28.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 442 19 5 1303 115 22 Future Vol, veh/h 442 19 5 1303 115 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 1 0 0 1 5 0 Mvmt Flow 465 20 5 1372 121 23 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 485 0 1857 475 Stage 1 - - - - 475 - Stage 2 - - - - 1382 - Critical Hdwy - - 4.1 - 6.45 6.2 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 - Follow-up Hdwy - - 2.2 - 3.545 3.3 Pot Cap-1 Maneuver - - 1088 - ~ 79 594 Stage 1 - - - - 619 - Stage 2 - - - - 229 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1088 - ~ 77 594 Mov Cap-2 Maneuver - - - - ~ 77 - Stage 1 - - - - 619 - Stage 2 - - - - 225 - Approach EB WB NB HCM Control Delay, s 0 0 $ 397.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 90 - - 1088 - HCM Lane V/C Ratio 1.602 - - 0.005 - HCM Control Delay $ 397.8 - - 8.3 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 11.5 - - 0 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 113: Star Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 12 Intersection Int Delay, s/veh 129.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 120 182 584 222 139 172 Future Vol, veh/h 120 182 584 222 139 172 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 2 2 0 0 0 Mvmt Flow 132 200 642 244 153 189 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 332 0 1760 232 Stage 1 - - - - 232 - Stage 2 - - - - 1528 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap-1 Maneuver - - 1227 - ~ 94 812 Stage 1 - - - - 811 - Stage 2 - - - - 200 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1227 - ~ 45 812 Mov Cap-2 Maneuver - - - - ~ 45 - Stage 1 - - - - 811 - Stage 2 - - - - ~ 95 - Approach EB WB NB HCM Control Delay, s 0 8 $ 571.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 45 812 - - 1227 - HCM Lane V/C Ratio 3.394 0.233 - - 0.523 - HCM Control Delay $ 1265.9 10.8 - - 11.1 - HCM Lane LOS F B - - B - HCM 95th %tile Q(veh) 16.9 0.9 - - 3.2 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 114: Plummer Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 13 Intersection Int Delay, s/veh 114.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 166 246 91 388 361 67 Future Vol, veh/h 166 246 91 388 361 67 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 184 273 101 431 401 74 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 457 0 954 321 Stage 1 - - - - 321 - Stage 2 - - - - 633 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1114 - ~ 289 724 Stage 1 - - - - 740 - Stage 2 - - - - 533 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1114 - ~ 255 724 Mov Cap-2 Maneuver - - - - ~ 255 - Stage 1 - - - - 740 - Stage 2 - - - - 470 - Approach EB WB NB HCM Control Delay, s 0 1.6 $ 349.9 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 284 - - 1114 - HCM Lane V/C Ratio 1.674 - - 0.091 - HCM Control Delay $ 349.9 - - 8.6 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 29.9 - - 0.3 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 115: Pollard Road & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 14 Intersection Int Delay, s/veh 13.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 265 24 218 109 35 319 Future Vol, veh/h 265 24 218 109 35 319 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 4 0 0 Mvmt Flow 294 27 242 121 39 354 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 735 303 0 0 363 0 Stage 1 303 - - - - - Stage 2 432 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 390 741 - - 1207 - Stage 1 754 - - - - - Stage 2 659 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 374 741 - - 1207 - Mov Cap-2 Maneuver 374 - - - - - Stage 1 754 - - - - - Stage 2 633 - - - - - Approach WB NB SB HCM Control Delay, s 45.2 0 0.8 HCM LOS E Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 390 1207 - HCM Lane V/C Ratio - - 0.823 0.032 - HCM Control Delay - - 45.2 8.1 0 HCM Lane LOS - - E A A HCM 95th %tile Q(veh) - - 7.5 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 116: Palmer Lane & Floating Feather Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 15 Intersection Int Delay, s/veh 6.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 72 470 131 16 5 Future Vol, veh/h 3 72 470 131 16 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 4 0 0 Mvmt Flow 3 78 511 142 17 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1184 20 22 0 - 0 Stage 1 20 - - - - - Stage 2 1164 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 211 1064 1607 - - - Stage 1 1008 - - - - - Stage 2 300 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 138 1064 1607 - - - Mov Cap-2 Maneuver 138 - - - - - Stage 1 660 - - - - - Stage 2 300 - - - - - Approach EB NB SB HCM Control Delay, s 9.8 6.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1607 - 839 - - HCM Lane V/C Ratio 0.318 - 0.097 - - HCM Control Delay 8.3 0 9.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 1.4 - 0.3 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions PM Peak Hour 117: SH 44 & Can Ada Road 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 16 Intersection Int Delay, s/veh 1988.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h [PHONE REDACTED] 315 303 104 Future Vol, veh/h [PHONE REDACTED] 315 303 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 6 2 1 2 2 12 Mvmt Flow [PHONE REDACTED] 335 322 111 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1572 0 - 0 2567 1405 Stage 1 - - - - 1405 - Stage 2 - - - - 1162 - Critical Hdwy 4.16 - - - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.254 - - - 3.518 3.408 Pot Cap-1 Maneuver 408 - - - ~ 29 162 Stage 1 - - - - ~ 227 - Stage 2 - - - - ~ 298 - Platoon blocked, % - - - Mov Cap-1 Maneuver 408 - - - ~ 11 162 Mov Cap-2 Maneuver - - - - ~ 11 - Stage 1 - - - - ~ 89 - Stage 2 - - - - ~ 298 - Approach EB WB SB HCM Control Delay, s 2 0 $ 13990 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 408 - - - 14 HCM Lane V/C Ratio 0.297 - - -30.927 HCM Control Delay 17.5 0 - 13990 HCM Lane LOS C A - - F HCM 95th %tile Q(veh) 1.2 - - - 55.3 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Total Traffic Conditions PM Peak Hour 118: Star Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 162 677 420 211 977 114 475 307 158 111 352 v/c Ratio 1.36 0.93 0.57 0.98 1.20 0.15 1.43 0.61 0.29 0.41 1.17 Control Delay 234.6 62.1 19.6 90.2 139.3 1.3 244.0 51.8 7.1 37.5 156.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 234.6 62.1 19.6 90.2 139.3 1.3 244.0 51.8 7.1 37.5 156.3 Queue Length 50th (ft) ~152 607 155 136 ~1120 0 ~559 254 0 69 ~385 Queue Length 95th (ft) #305 #859 265 #308 #1380 12 #785 361 56 116 #590 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 119 725 736 215 811 782 332 501 540 275 300 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.36 0.93 0.57 0.98 1.20 0.15 1.43 0.61 0.29 0.40 1.17 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions PM Peak Hour 118: Star Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 670 416 209 967 113 470 304 156 110 237 112 Future Volume (vph) 160 670 416 209 967 113 470 304 156 110 237 112 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1693 1782 1515 1676 1782 1530 1710 1800 1530 1660 1674 Flt Permitted 0.07 1.00 1.00 0.08 1.00 1.00 0.13 1.00 1.00 0.57 1.00 Satd. Flow (perm) 121 1782 1515 146 1782 1530 232 1800 1530 998 1674 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 677 420 211 977 114 475 307 158 111 239 113 RTOR Reduction (vph) 0 0 120 0 0 62 0 0 114 0 12 0 Lane Group Flow (vph) 162 677 300 211 977 52 475 307 44 111 340 0 Heavy Vehicles 1% 1% 1% 2% 1% 0% 0% 0% 0% 3% 3% 1% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G 65.0 59.0 59.0 78.0 66.0 66.0 55.0 40.4 40.4 33.6 25.0 Effective Green, g 65.0 59.0 59.0 78.0 66.0 66.0 55.0 40.4 40.4 33.6 25.0 Actuated g/C Ratio 0.45 0.41 0.41 0.54 0.46 0.46 0.38 0.28 0.28 0.23 0.17 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 119 725 616 215 811 696 332 501 426 270 288 v/s Ratio Prot 0.06 0.38 0.20 c0.09 c0.55 0.03 c0.24 0.17 0.03 0.02 0.20 v/s Ratio Perm c0.55 0.44 c0.30 0.07 v/c Ratio 1.36 0.93 0.49 0.98 1.20 0.07 1.43 0.61 0.10 0.41 1.18 Uniform Delay, d1 35.2 41.1 31.8 41.1 39.5 22.3 44.9 45.5 38.8 45.9 60.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 207.3 20.7 2.7 55.7 103.7 0.0 210.4 1.6 0.0 0.4 111.7 Delay 242.5 61.8 34.5 96.8 143.2 22.3 255.3 47.1 38.9 46.2 171.7 Level of Service F E C F F C F D D D F Approach Delay 76.0 125.1 150.9 141.6 Approach LOS E F F F Intersection Summary HCM 2000 Control Delay 117.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.40 Actuated Cycle Length 145.0 Sum of lost time 24.0 Intersection Capacity Utilization 130.9% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions PM Peak Hour 118: Star Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 670 416 209 967 113 470 304 156 110 237 112 Future Volume (veh/h) 160 670 416 209 967 113 470 304 156 110 237 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1772 1786 1800 1800 1800 1800 1758 1758 1786 Adj Flow Rate, veh/h 162 677 420 211 977 114 475 307 158 111 239 113 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 2 1 0 0 0 0 3 3 1 Cap, veh/h 120 727 616 224 813 694 333 497 421 270 195 92 Arrive On Green 0.04 0.41 0.41 0.09 0.46 0.46 0.17 0.28 0.28 0.06 0.17 0.17 Sat Flow, veh/h 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 1128 533 Grp Volume(v), veh/h 162 677 420 211 977 114 475 307 158 111 0 352 Grp Sat Flow(s),veh/h/ln 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 0 1662 Q Serve(g_s), s 6.0 52.5 33.0 11.7 66.0 6.4 24.0 21.6 12.1 7.9 0.0 25.0 Cycle Q Clear(g_c), s 6.0 52.5 33.0 11.7 66.0 6.4 24.0 21.6 12.1 7.9 0.0 25.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.32 Lane Grp Cap(c), veh/h 120 727 616 224 813 694 333 497 421 270 0 287 V/C Ratio(X) 1.35 0.93 0.68 0.94 1.20 0.16 1.42 0.62 0.38 0.41 0.00 1.23 Avail Cap(c_a), veh/h 120 727 616 224 813 694 333 497 421 270 0 287 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 36.1 41.1 35.3 38.6 39.5 23.3 44.7 45.8 42.4 45.7 0.0 60.0 Incr Delay (d2), s/veh 202.3 20.3 6.0 43.6 102.5 0.1 207.8 1.7 0.2 0.4 0.0 129.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 27.0 13.2 6.8 51.6 2.4 29.5 10.0 4.7 3.3 0.0 20.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 238.5 61.4 41.3 82.2 142.0 23.3 252.5 47.6 42.6 46.0 0.0 189.6 LOS F E D F F C F D D D A F Approach Vol, veh/h 1259 1302 940 463 Approach Delay, s/veh 77.5 121.9 150.3 155.2 Approach LOS E F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 72.0 30.0 31.0 19.0 65.0 15.0 46.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 66.0 24.0 25.0 13.0 59.0 9.0 40.0 Max Q Clear Time (g_c+I1), s 8.0 68.0 26.0 27.0 13.7 54.5 9.9 23.6 Green Ext Time s 0.0 0.0 0.0 0.0 0.0 2.2 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 118.4 HCM 6th LOS F ---PAGE BREAK--- Queues 2045 Total Traffic Conditions PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 71 862 58 108 1352 293 113 116 158 514 v/c Ratio 0.68 0.89 0.07 0.67 1.39 0.34 0.35 0.21 0.28 1.36 Control Delay 50.6 42.3 3.9 33.8 210.7 16.1 44.2 40.0 6.6 218.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 42.3 3.9 33.8 210.7 16.1 44.2 40.0 6.6 218.9 Queue Length 50th (ft) 26 719 0 41 ~1754 122 86 85 0 ~657 Queue Length 95th (ft) #97 #1018 22 #79 #2020 187 147 139 54 #890 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 105 974 862 162 974 862 323 541 560 377 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.89 0.07 0.67 1.39 0.34 0.35 0.21 0.28 1.36 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 819 55 103 1284 278 107 110 150 316 78 94 Future Volume (vph) 67 819 55 103 1284 278 107 110 150 316 78 94 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1710 1782 1530 1710 1782 1530 1710 1765 1471 1678 Flt Permitted 0.05 1.00 1.00 0.11 1.00 1.00 0.59 1.00 1.00 0.70 Satd. Flow (perm) 88 1782 1530 192 1782 1530 1055 1765 1471 1214 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 71 862 58 108 1352 293 113 116 158 333 82 99 RTOR Reduction (vph) 0 0 26 0 0 26 0 0 110 0 6 0 Lane Group Flow (vph) 71 862 32 108 1352 267 113 116 48 0 508 0 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 2% 4% 1% 0% 3% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 87.0 82.0 82.0 87.0 82.0 82.0 46.0 46.0 46.0 46.0 Effective Green, g 87.0 82.0 82.0 87.0 82.0 82.0 46.0 46.0 46.0 46.0 Actuated g/C Ratio 0.58 0.55 0.55 0.58 0.55 0.55 0.31 0.31 0.31 0.31 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 105 974 836 161 974 836 323 541 451 372 v/s Ratio Prot c0.02 0.48 0.02 c0.76 0.07 v/s Ratio Perm 0.37 0.02 0.36 0.17 0.11 0.03 c0.42 v/c Ratio 0.68 0.89 0.04 0.67 1.39 0.32 0.35 0.21 0.11 1.37 Uniform Delay, d1 34.9 29.9 15.7 27.0 34.0 18.7 40.4 38.6 37.3 52.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.5 9.9 0.0 9.5 181.0 0.3 0.5 0.1 0.1 181.5 Delay 49.4 39.8 15.8 36.6 215.0 19.0 40.9 38.7 37.4 233.5 Level of Service D D B D F B D D D F Approach Delay 39.1 171.3 38.8 233.5 Approach LOS D F D F Intersection Summary HCM 2000 Control Delay 130.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.35 Actuated Cycle Length 150.0 Sum of lost time 17.0 Intersection Capacity Utilization 125.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions PM Peak Hour 119: Plummer Road & SH 44 01/12/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 819 55 103 1284 278 107 110 150 316 78 94 Future Volume (veh/h) 67 819 55 103 1284 278 107 110 150 316 78 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1772 1744 1786 1800 1758 Adj Flow Rate, veh/h 71 862 58 108 1352 293 113 116 158 333 82 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 0 0 1 0 0 2 4 1 0 3 Cap, veh/h 102 975 833 181 978 835 406 544 454 251 52 63 Arrive On Green 0.03 0.55 0.55 0.03 0.55 0.55 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1714 1786 1525 1714 1786 1525 1222 1772 1478 689 170 205 Grp Volume(v), veh/h 71 862 58 108 1352 293 113 116 158 514 0 0 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1714 1786 1525 1222 1772 1478 1063 0 0 Q Serve(g_s), s 2.7 63.4 2.7 4.2 82.0 16.1 0.0 7.3 12.4 38.7 0.0 0.0 Cycle Q Clear(g_c), s 2.7 63.4 2.7 4.2 82.0 16.1 11.1 7.3 12.4 46.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.19 Lane Grp Cap(c), veh/h 102 975 833 181 978 835 406 544 454 366 0 0 V/C Ratio(X) 0.69 0.88 0.07 0.60 1.38 0.35 0.28 0.21 0.35 1.40 0.00 0.00 Avail Cap(c_a), veh/h 105 978 835 181 978 835 406 544 454 366 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 36.3 29.8 16.1 30.4 33.9 19.0 39.8 38.5 40.2 57.6 0.0 0.0 Incr Delay (d2), s/veh 16.1 9.9 0.0 4.7 178.5 0.4 0.3 0.1 0.3 197.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 29.3 1.0 2.2 82.9 5.9 3.3 3.2 4.6 34.2 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 52.4 39.7 16.1 35.1 212.4 19.3 40.1 38.6 40.6 254.9 0.0 0.0 LOS D D B D F B D D D F A A Approach Vol, veh/h 991 1753 387 514 Approach Delay, s/veh 39.3 169.2 39.8 254.9 Approach LOS D F D F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.7 88.0 51.0 11.0 87.7 51.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 5.0 82.0 46.0 5.0 82.0 46.0 Max Q Clear Time (g_c+I1), s 4.7 84.0 14.4 6.2 65.4 48.0 Green Ext Time s 0.0 0.0 1.2 0.0 8.3 0.0 Intersection Summary HCM 6th Ctrl Delay 132.2 HCM 6th LOS F ---PAGE BREAK--- Appendix T Year 2045 Mitigated Total Traffic Operation Worksheets ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 20 287 150 100 112 104 1 68 v/c Ratio 0.05 0.55 0.36 0.15 0.21 0.13 0.00 0.12 Control Delay 8.3 8.8 11.2 11.5 11.1 7.2 10.0 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 8.8 11.2 11.5 11.1 7.2 10.0 13.0 Queue Length 50th (ft) 3 10 22 14 17 4 0 9 Queue Length 95th (ft) 12 60 53 53 49 40 3 38 Internal Link Dist (ft) 1940 7635 2000 3210 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 443 943 414 967 537 895 527 925 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.30 0.36 0.10 0.21 0.12 0.00 0.07 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 44 214 135 89 1 101 27 67 1 40 22 Future Volume (vph) 18 44 214 135 89 1 101 27 67 1 40 22 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 1.00 1.00 0.89 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1576 1710 1797 1644 1608 1710 1705 Flt Permitted 0.69 1.00 0.34 1.00 0.59 1.00 0.69 1.00 Satd. Flow (perm) 1246 1576 621 1797 1028 1608 1242 1705 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 49 238 150 99 1 112 30 74 1 44 24 RTOR Reduction (vph) 0 195 0 0 1 0 0 49 0 0 17 0 Lane Group Flow (vph) 20 92 0 150 99 0 112 55 0 1 51 0 Heavy Vehicles 0% 0% 0% 0% 0% 0% 4% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G 9.3 8.5 15.5 11.6 19.7 16.2 14.3 13.5 Effective Green, g 9.3 8.5 15.5 11.6 19.7 16.2 14.3 13.5 Actuated g/C Ratio 0.20 0.18 0.33 0.24 0.42 0.34 0.30 0.28 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 252 282 292 439 472 549 382 485 v/s Ratio Prot 0.00 0.06 c0.04 0.06 c0.02 0.03 0.00 0.03 v/s Ratio Perm 0.01 c0.13 c0.08 0.00 v/c Ratio 0.08 0.33 0.51 0.23 0.24 0.10 0.00 0.10 Uniform Delay, d1 15.5 17.0 12.2 14.3 8.8 10.6 11.6 12.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.7 1.5 0.3 0.3 0.1 0.0 0.1 Delay 15.6 17.6 13.7 14.6 9.0 10.7 11.6 12.6 Level of Service B B B B A B B B Approach Delay 17.5 14.1 9.8 12.6 Approach LOS B B A B Intersection Summary HCM 2000 Control Delay 14.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length 47.4 Sum of lost time 18.0 Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 44 214 135 89 1 101 27 67 1 40 22 Future Volume (veh/h) 18 44 214 135 89 1 101 27 67 1 40 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1800 1800 1800 1800 1800 1744 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 20 49 238 150 99 1 112 30 74 1 44 24 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 0 0 0 4 0 0 0 0 0 Cap, veh/h 542 66 318 433 570 6 437 97 238 343 135 74 Arrive On Green 0.02 0.25 0.25 0.10 0.32 0.32 0.09 0.21 0.21 0.00 0.12 0.12 Sat Flow, veh/h 1714 267 1299 1714 1779 18 1661 460 1135 1714 1095 597 Grp Volume(v), veh/h 20 0 287 150 0 100 112 0 104 1 0 68 Grp Sat Flow(s),veh/h/ln 1714 0 1566 1714 0 1797 1661 0 1596 1714 0 1692 Q Serve(g_s), s 0.4 0.0 6.9 2.5 0.0 1.6 2.2 0.0 2.2 0.0 0.0 1.5 Cycle Q Clear(g_c), s 0.4 0.0 6.9 2.5 0.0 1.6 2.2 0.0 2.2 0.0 0.0 1.5 Prop In Lane 1.00 0.83 1.00 0.01 1.00 0.71 1.00 0.35 Lane Grp Cap(c), veh/h 542 0 384 433 0 576 437 0 335 343 0 208 V/C Ratio(X) 0.04 0.00 0.75 0.35 0.00 0.17 0.26 0.00 0.31 0.00 0.00 0.33 Avail Cap(c_a), veh/h 711 0 694 493 0 818 495 0 727 550 0 771 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 11.0 0.0 14.2 9.9 0.0 9.9 12.8 0.0 13.6 15.6 0.0 16.3 Incr Delay (d2), s/veh 0.0 0.0 2.9 0.5 0.0 0.1 0.3 0.0 0.5 0.0 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.3 0.8 0.0 0.5 0.7 0.0 0.7 0.0 0.0 0.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.0 0.0 17.1 10.4 0.0 10.1 13.1 0.0 14.1 15.6 0.0 17.2 LOS B A B B A B B A B B A B Approach Vol, veh/h 307 250 216 69 Approach Delay, s/veh 16.7 10.3 13.6 17.2 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.6 13.0 8.6 14.5 8.1 9.5 5.5 17.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 18.5 5.5 18.0 5.0 18.5 5.0 18.5 Max Q Clear Time (g_c+I1), s 2.0 4.2 4.5 8.9 4.2 3.5 2.4 3.6 Green Ext Time s 0.0 0.4 0.0 1.2 0.0 0.2 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 14.0 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 4 Lane Group EBL NBL NBT SBT SBR Lane Group Flow (vph) 289 [PHONE REDACTED] 8 v/c Ratio 0.64 0.41 0.21 0.72 0.02 Control Delay 13.4 8.5 4.6 15.9 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 8.5 4.6 15.9 7.1 Queue Length 50th (ft) 22 11 21 137 0 Queue Length 95th (ft) 77 37 53 #304 7 Internal Link Dist (ft) 2915 2859 4089 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) [PHONE REDACTED] 1620 376 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.41 0.41 0.19 0.72 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 14 246 [PHONE REDACTED] 7 Future Volume (vph) 14 246 [PHONE REDACTED] 7 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 Frt 0.87 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1566 1710 3320 3320 765 Flt Permitted 1.00 0.14 1.00 1.00 1.00 Satd. Flow (perm) 1566 251 3320 3320 765 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 16 273 [PHONE REDACTED] 8 RTOR Reduction (vph) 170 0 0 0 0 3 Lane Group Flow (vph) 119 0 [PHONE REDACTED] 5 Heavy Vehicles 0% 0% 0% 3% 3% 100% Turn Type Prot pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 2 6 Actuated Green, G 9.0 32.5 32.5 24.2 24.2 Effective Green, g 9.0 32.5 32.5 24.2 24.2 Actuated g/C Ratio 0.18 0.64 0.64 0.48 0.48 Clearance Time 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 1590 366 v/s Ratio Prot c0.08 c0.03 0.13 c0.35 v/s Ratio Perm 0.26 0.01 v/c Ratio 0.43 0.46 0.20 0.74 0.01 Uniform Delay, d1 18.5 6.0 3.7 10.6 6.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 1.3 0.0 1.8 0.0 Delay 19.5 7.2 3.7 12.4 6.9 Level of Service B A A B A Approach Delay 19.5 4.5 12.4 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length 50.5 Sum of lost time 13.5 Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 14 246 [PHONE REDACTED] 7 Future Volume (veh/h) 14 246 [PHONE REDACTED] 7 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1800 1800 1758 1758 396 Adj Flow Rate, veh/h 16 273 [PHONE REDACTED] 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 3 3 100 Cap, veh/h 19 [PHONE REDACTED] 1417 142 Arrive On Green 0.23 0.23 0.08 0.60 0.42 0.42 Sat Flow, veh/h 85 1446 1714 3428 3428 336 Grp Volume(v), veh/h 290 0 [PHONE REDACTED] 8 Grp Sat Flow(s),veh/h/ln 1536 0 1714 1670 1670 336 Q Serve(g_s), s 9.1 0.0 1.8 3.1 15.7 0.7 Cycle Q Clear(g_c), s 9.1 0.0 1.8 3.1 15.7 0.7 Prop In Lane 0.06 0.94 1.00 1.00 Lane Grp Cap(c), veh/h 348 0 338 1988 1417 142 V/C Ratio(X) 0.83 0.00 0.37 0.22 0.83 0.06 Avail Cap(c_a), veh/h 547 0 366 2180 1553 156 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 18.6 0.0 9.8 4.8 12.9 8.6 Incr Delay (d2), s/veh 6.3 0.0 0.7 0.1 3.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 0.5 0.7 5.4 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 24.9 0.0 10.5 4.8 16.5 8.8 LOS C A B A B A Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 24.9 6.1 16.4 Approach LOS C A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 34.6 16.0 8.6 25.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 5.0 23.5 Max Q Clear Time (g_c+I1), s 5.1 11.1 3.8 17.7 Green Ext Time s 3.1 0.6 0.0 3.7 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 3 453 44 149 87 10 209 126 72 v/c Ratio 0.01 0.68 0.13 0.22 0.12 0.03 0.51 0.34 0.13 Control Delay 8.3 22.5 9.1 12.2 0.5 11.8 11.9 14.7 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 22.5 9.1 12.2 0.5 11.8 11.9 14.7 11.1 Queue Length 50th (ft) 1 85 6 23 0 2 12 20 7 Queue Length 95th (ft) 4 #300 22 81 2 10 64 61 41 Internal Link Dist (ft) 3919 2558 3989 3904 Turn Bay Length (ft) 100 100 100 100 100 Base Capacity (vph) 556 776 344 797 823 387 777 371 772 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.58 0.13 0.19 0.11 0.03 0.27 0.34 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 402 5 40 134 78 9 48 140 113 39 26 Future Volume (vph) 3 402 5 40 134 78 9 48 140 113 39 26 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.89 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1745 1598 1667 1530 1710 1563 1710 1691 Flt Permitted 0.66 1.00 0.29 1.00 1.00 0.71 1.00 0.45 1.00 Satd. Flow (perm) 1192 1745 492 1667 1530 1278 1563 809 1691 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 3 447 6 44 149 87 10 53 156 126 43 29 RTOR Reduction (vph) 0 1 0 0 0 56 0 123 0 0 21 0 Lane Group Flow (vph) 3 452 0 44 149 31 10 86 0 126 51 0 Heavy Vehicles 0% 3% 0% 7% 8% 0% 0% 0% 3% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 18.8 18.0 20.4 18.8 18.8 11.7 10.9 17.7 13.9 Effective Green, g 18.8 18.0 20.4 18.8 18.8 11.7 10.9 17.7 13.9 Actuated g/C Ratio 0.36 0.34 0.39 0.36 0.36 0.22 0.21 0.34 0.27 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 436 600 225 599 549 292 325 339 449 v/s Ratio Prot 0.00 c0.26 c0.01 0.09 0.00 0.05 c0.03 0.03 v/s Ratio Perm 0.00 0.07 0.02 0.01 c0.10 v/c Ratio 0.01 0.75 0.20 0.25 0.06 0.03 0.26 0.37 0.11 Uniform Delay, d1 10.7 15.2 10.6 11.8 11.0 15.9 17.3 12.5 14.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 5.3 0.4 0.2 0.0 0.0 0.4 0.7 0.1 Delay 10.8 20.5 11.1 12.0 11.0 15.9 17.8 13.2 14.6 Level of Service B C B B B B B B B Approach Delay 20.5 11.5 17.7 13.7 Approach LOS C B B B Intersection Summary HCM 2000 Control Delay 16.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 52.3 Sum of lost time 18.0 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 402 5 40 134 78 9 48 140 113 39 26 Future Volume (veh/h) 3 402 5 40 134 78 9 48 140 113 39 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1800 1702 1688 1800 1800 1800 1758 1800 1800 1800 Adj Flow Rate, veh/h 3 447 6 44 149 87 10 53 156 126 43 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 3 0 7 8 0 0 0 3 0 0 0 Cap, veh/h 492 534 7 287 592 535 420 74 217 367 256 173 Arrive On Green 0.00 0.31 0.31 0.05 0.35 0.35 0.01 0.18 0.18 0.08 0.26 0.26 Sat Flow, veh/h 1714 1730 23 1621 1688 1525 1714 402 1184 1714 1002 676 Grp Volume(v), veh/h 3 0 453 44 149 87 10 0 209 126 0 72 Grp Sat Flow(s),veh/h/ln 1714 0 1754 1621 1688 1525 1714 0 1587 1714 0 1678 Q Serve(g_s), s 0.1 0.0 11.5 0.9 3.0 1.9 0.2 0.0 5.9 2.7 0.0 1.6 Cycle Q Clear(g_c), s 0.1 0.0 11.5 0.9 3.0 1.9 0.2 0.0 5.9 2.7 0.0 1.6 Prop In Lane 1.00 0.01 1.00 1.00 1.00 0.75 1.00 0.40 Lane Grp Cap(c), veh/h 492 0 541 287 592 535 420 0 291 367 0 429 V/C Ratio(X) 0.01 0.00 0.84 0.15 0.25 0.16 0.02 0.00 0.72 0.34 0.00 0.17 Avail Cap(c_a), veh/h 665 0 679 381 653 591 578 0 611 405 0 650 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 11.3 0.0 15.4 11.7 11.0 10.7 15.5 0.0 18.3 13.6 0.0 13.8 Incr Delay (d2), s/veh 0.0 0.0 7.4 0.2 0.2 0.1 0.0 0.0 3.3 0.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 5.0 0.3 1.0 0.5 0.1 0.0 2.2 0.9 0.0 0.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.3 0.0 22.8 11.9 11.3 10.8 15.5 0.0 21.7 14.2 0.0 14.0 LOS B A C B B B B A C B A B Approach Vol, veh/h 456 280 219 198 Approach Delay, s/veh 22.7 11.2 21.4 14.1 Approach LOS C B C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.6 13.3 6.7 19.2 5.1 16.7 4.7 21.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 18.4 5.0 18.5 5.0 18.5 5.0 18.5 Max Q Clear Time (g_c+I1), s 4.7 7.9 2.9 13.5 2.2 3.6 2.1 5.0 Green Ext Time s 0.0 0.8 0.0 1.2 0.0 0.2 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 277 257 149 96 124 88 463 [PHONE REDACTED] 7 v/c Ratio 0.07 0.78 0.48 0.60 0.25 0.09 0.53 0.46 0.32 0.66 0.83 0.01 Control Delay 27.0 58.9 6.5 40.2 37.3 3.4 28.9 34.3 2.4 23.5 37.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 58.9 6.5 40.2 37.3 3.4 28.9 34.3 2.4 23.5 37.1 0.0 Queue Length 50th (ft) 12 198 0 82 60 0 32 146 0 127 404 0 Queue Length 95th (ft) 31 296 50 136 110 18 62 206 17 201 #524 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 328 440 590 [PHONE REDACTED] 171 1133 [PHONE REDACTED] 762 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.63 0.44 0.60 0.25 0.09 0.51 0.41 0.29 0.62 0.80 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 249 231 134 86 112 79 417 [PHONE REDACTED] 6 Future Volume (vph) 21 249 231 134 86 112 79 417 [PHONE REDACTED] 6 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 2614 1710 3420 1530 1693 3288 1530 Flt Permitted 0.69 1.00 1.00 0.31 1.00 1.00 0.15 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm) 1251 1782 1530 530 1374 2614 264 3420 1530 614 3288 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 23 277 257 149 96 124 88 463 [PHONE REDACTED] 7 RTOR Reduction (vph) 0 0 201 0 0 74 0 0 140 0 0 4 Lane Group Flow (vph) 23 277 56 149 96 50 88 463 60 306 1132 3 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Prot pm+pt NA pm+ov pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 7 3 8 8 7 4 4 Permitted Phases 6 2 2 8 4 Actuated Green, G 28.2 25.4 25.4 38.8 30.7 46.4 39.2 34.7 34.7 59.4 45.9 45.9 Effective Green, g 28.2 25.4 25.4 38.8 30.7 46.4 39.2 34.7 34.7 59.4 45.9 45.9 Actuated g/C Ratio 0.24 0.22 0.22 0.33 0.26 0.40 0.34 0.30 0.30 0.51 0.40 0.40 Clearance Time 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 2.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 315 390 335 [PHONE REDACTED] 145 1023 [PHONE REDACTED] 605 v/s Ratio Prot 0.00 c0.16 0.04 c0.04 0.07 0.01 0.02 0.14 0.04 c0.09 c0.34 0.00 v/s Ratio Perm 0.02 0.15 0.01 0.18 0.25 v/c Ratio 0.07 0.71 0.17 0.58 0.26 0.05 0.61 0.45 0.13 0.67 0.87 0.00 Uniform Delay, d1 33.6 41.8 36.7 29.3 33.7 21.2 27.9 32.9 29.6 17.9 32.2 21.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 6.0 0.2 2.2 0.4 0.0 4.8 0.7 0.3 2.8 7.0 0.0 Delay 33.7 47.8 36.9 31.5 34.1 21.2 32.7 33.6 29.9 20.7 39.2 21.2 Level of Service C D D C C C C C C C D C Approach Delay 42.2 28.7 32.5 35.2 Approach LOS D C C D Intersection Summary HCM 2000 Control Delay 35.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length 115.9 Sum of lost time 32.0 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 249 231 134 86 112 79 417 [PHONE REDACTED] 6 Future Volume (veh/h) 21 249 231 134 86 112 79 417 [PHONE REDACTED] 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 23 277 257 149 96 124 88 463 [PHONE REDACTED] 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 323 347 296 223 332 [PHONE REDACTED] [PHONE REDACTED] 608 Arrive On Green 0.02 0.19 0.19 0.07 0.24 0.24 0.05 0.31 0.31 0.14 0.40 0.40 Sat Flow, veh/h 1714 1786 1525 1661 1365 2622 1714 3420 1525 1701 3313 1525 Grp Volume(v), veh/h 23 277 257 149 96 124 88 463 [PHONE REDACTED] 7 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1311 1714 1710 1525 1701 1657 1525 Q Serve(g_s), s 1.2 16.5 18.2 8.0 6.4 3.4 3.9 12.0 11.6 13.1 34.9 0.3 Cycle Q Clear(g_c), s 1.2 16.5 18.2 8.0 6.4 3.4 3.9 12.0 11.6 13.1 34.9 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 323 347 296 223 332 [PHONE REDACTED] [PHONE REDACTED] 608 V/C Ratio(X) 0.07 0.80 0.87 0.67 0.29 0.12 0.46 0.44 0.42 0.67 0.86 0.01 Avail Cap(c_a), veh/h 360 432 369 [PHONE REDACTED] 200 1072 [PHONE REDACTED] 642 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 34.7 42.9 43.6 34.3 34.4 22.5 27.5 30.7 30.5 20.9 30.7 20.3 Incr Delay (d2), s/veh 0.0 8.2 16.3 6.0 0.5 0.1 0.6 0.6 1.3 2.4 6.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 8.0 8.2 3.6 2.2 1.1 1.6 5.0 4.4 5.4 14.7 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 34.7 51.1 59.9 40.3 34.9 22.6 28.2 31.3 31.8 23.3 36.7 20.3 LOS C D E D C C C C C C D C Approach Vol, veh/h 557 [PHONE REDACTED] Approach Delay, s/veh 54.5 33.0 31.0 33.8 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.6 34.2 14.5 53.5 15.0 28.7 24.3 43.7 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 30.0 6.0 47.0 8.0 27.0 18.0 35.0 Max Q Clear Time (g_c+I1), s 3.2 8.4 5.9 36.9 10.0 20.2 15.1 14.0 Green Ext Time s 0.0 1.0 0.0 7.6 0.0 1.5 0.2 7.0 Intersection Summary HCM 6th Ctrl Delay 36.7 HCM 6th LOS D ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 1102 21 27 538 30 42 v/c Ratio 0.68 0.03 0.10 0.29 0.15 0.23 Control Delay 15.2 7.7 7.1 7.7 28.3 13.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.2 7.7 7.1 7.7 28.3 13.7 Queue Length 50th (ft) 116 1 4 45 9 0 Queue Length 95th (ft) 273 14 14 81 35 26 Internal Link Dist (ft) 3836 6200 3903 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 1833 [PHONE REDACTED] 546 468 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.03 0.10 0.22 0.05 0.09 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 14 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 992 19 24 484 27 38 Future Volume (vph) 992 19 24 484 27 38 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3386 1530 1710 3420 1710 1342 Flt Permitted 1.00 1.00 0.13 1.00 0.95 1.00 Satd. Flow (perm) 3386 1530 242 3420 1710 1342 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1102 21 27 538 30 42 RTOR Reduction (vph) 0 6 0 0 0 38 Lane Group Flow (vph) 1102 15 27 538 30 4 Heavy Vehicles 1% 0% 0% 0% 0% 14% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 1 Permitted Phases 4 8 2 Actuated Green, G 27.8 27.8 34.0 34.0 6.7 6.3 Effective Green, g 27.8 27.8 34.0 34.0 6.7 6.3 Actuated g/C Ratio 0.46 0.46 0.56 0.56 0.11 0.10 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1555 [PHONE REDACTED] 189 139 v/s Ratio Prot c0.33 0.00 c0.16 c0.02 v/s Ratio Perm 0.01 0.08 c0.00 v/c Ratio 0.71 0.02 0.15 0.28 0.16 0.03 Uniform Delay, d1 13.1 8.9 8.0 6.9 24.3 24.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.0 0.4 0.1 0.4 0.1 Delay 14.6 8.9 8.4 7.0 24.7 24.5 Level of Service B A A A C C Approach Delay 14.5 7.0 24.6 Approach LOS B A C Intersection Summary HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length 60.5 Sum of lost time 18.0 Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 15 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 992 19 24 484 27 38 Future Volume (veh/h) 992 19 24 484 27 38 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1786 1800 1800 1800 1800 1603 Adj Flow Rate, veh/h 1102 21 27 538 30 42 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 0 0 0 0 14 Cap, veh/h 1687 [PHONE REDACTED] 218 173 Arrive On Green 0.50 0.50 0.03 0.64 0.13 0.13 Sat Flow, veh/h 3483 1525 1714 3510 1714 1359 Grp Volume(v), veh/h 1102 21 27 538 30 42 Grp Sat Flow(s),veh/h/ln 1697 1525 1714 1710 1714 1359 Q Serve(g_s), s 9.5 0.3 0.3 2.6 0.6 1.1 Cycle Q Clear(g_c), s 9.5 0.3 0.3 2.6 0.6 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1687 [PHONE REDACTED] 218 173 V/C Ratio(X) 0.65 0.03 0.07 0.24 0.14 0.24 Avail Cap(c_a), veh/h 2631 1183 531 3478 784 622 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.4 5.0 5.3 3.0 15.3 15.5 Incr Delay (d2), s/veh 0.4 0.0 0.1 0.1 0.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.1 0.1 0.3 0.2 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 7.8 5.1 5.4 3.0 15.5 16.2 LOS A A A A B B Approach Vol, veh/h 1123 565 72 Approach Delay, s/veh 7.7 3.1 15.9 Approach LOS A A B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 5.8 24.1 9.5 29.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 30.5 18.0 40.0 Max Q Clear Time (g_c+I1), s 2.3 11.5 3.1 4.6 Green Ext Time s 0.0 8.0 0.1 4.0 Intersection Summary HCM 6th Ctrl Delay 6.6 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 16 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 206 247 336 83 112 156 v/c Ratio 0.47 0.44 0.52 0.08 0.34 0.37 Control Delay 17.7 5.1 8.1 4.3 19.2 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.7 5.1 8.1 4.3 19.2 6.7 Queue Length 50th (ft) 42 0 33 7 23 0 Queue Length 95th (ft) 95 39 81 22 65 37 Internal Link Dist (ft) 2600 1170 5156 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 766 [PHONE REDACTED] 727 745 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.31 0.50 0.06 0.15 0.21 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 17 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 185 222 302 75 101 140 Future Volume (vph) 185 222 302 75 101 140 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1515 1644 1800 1660 1500 Flt Permitted 1.00 1.00 0.45 1.00 0.95 1.00 Satd. Flow (perm) 1748 1515 770 1800 1660 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 206 247 336 83 112 156 RTOR Reduction (vph) 0 183 0 0 0 125 Lane Group Flow (vph) 206 64 336 83 112 31 Heavy Vehicles 3% 1% 4% 0% 3% 2% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 10.9 10.9 24.7 24.7 8.4 8.4 Effective Green, g 10.9 10.9 24.7 24.7 8.4 8.4 Actuated g/C Ratio 0.26 0.26 0.59 0.59 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 452 [PHONE REDACTED] 331 299 v/s Ratio Prot 0.12 c0.12 0.05 c0.07 v/s Ratio Perm 0.04 c0.19 0.02 v/c Ratio 0.46 0.16 0.52 0.08 0.34 0.10 Uniform Delay, d1 13.1 12.1 4.9 3.8 14.5 13.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.2 0.8 0.0 0.6 0.2 Delay 13.8 12.3 5.6 3.8 15.1 13.9 Level of Service B B A A B B Approach Delay 13.0 5.3 14.4 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 42.1 Sum of lost time 13.5 Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 18 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 185 222 302 75 101 140 Future Volume (veh/h) 185 222 302 75 101 140 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1758 1786 1744 1800 1758 1772 Adj Flow Rate, veh/h 206 247 336 83 112 156 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 1 4 0 3 2 Cap, veh/h 436 [PHONE REDACTED] 289 259 Arrive On Green 0.25 0.25 0.19 0.57 0.17 0.17 Sat Flow, veh/h 1758 1514 1661 1800 1674 1502 Grp Volume(v), veh/h 206 247 336 83 112 156 Grp Sat Flow(s),veh/h/ln 1758 1514 1661 1800 1674 1502 Q Serve(g_s), s 3.5 5.1 4.4 0.7 2.1 3.3 Cycle Q Clear(g_c), s 3.5 5.1 4.4 0.7 2.1 3.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 436 [PHONE REDACTED] 289 259 V/C Ratio(X) 0.47 0.66 0.51 0.08 0.39 0.60 Avail Cap(c_a), veh/h 912 [PHONE REDACTED] 869 779 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.1 11.7 6.2 3.4 12.7 13.2 Incr Delay (d2), s/veh 0.8 2.0 0.6 0.0 0.8 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 1.5 0.9 0.1 0.7 1.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.9 13.7 6.8 3.4 13.6 15.5 LOS B B A A B B Approach Vol, veh/h 453 419 268 Approach Delay, s/veh 12.9 6.1 14.7 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 10.5 11.1 13.1 24.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 10.5 18.0 33.0 Max Q Clear Time (g_c+I1), s 5.3 6.4 7.1 2.7 Green Ext Time s 0.7 0.4 1.6 0.4 Intersection Summary HCM 6th Ctrl Delay 10.8 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 19 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 213 348 43 98 98 67 v/c Ratio 0.36 0.47 0.09 0.14 0.23 0.15 Control Delay 11.0 4.0 4.9 5.2 13.8 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 4.0 4.9 5.2 13.8 6.0 Queue Length 50th (ft) 17 0 3 7 9 0 Queue Length 95th (ft) 79 39 13 24 52 23 Internal Link Dist (ft) 3891 1279 5173 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 1115 1101 463 1449 1088 1026 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.32 0.09 0.07 0.09 0.07 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 20 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 198 324 40 91 91 62 Future Volume (vph) 198 324 40 91 91 62 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1530 1598 1698 1660 1530 Flt Permitted 1.00 1.00 0.44 1.00 0.95 1.00 Satd. Flow (perm) 1748 1530 736 1698 1660 1530 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 213 348 43 98 98 67 RTOR Reduction (vph) 0 239 0 0 0 51 Lane Group Flow (vph) 213 109 43 98 98 16 Heavy Vehicles 3% 0% 7% 6% 3% 0% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 10.5 10.5 16.4 16.4 8.1 8.1 Effective Green, g 10.5 10.5 16.4 16.4 8.1 8.1 Actuated g/C Ratio 0.31 0.31 0.49 0.49 0.24 0.24 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 547 479 396 831 401 369 v/s Ratio Prot c0.12 0.00 c0.06 c0.06 v/s Ratio Perm 0.07 0.05 0.01 v/c Ratio 0.39 0.23 0.11 0.12 0.24 0.04 Uniform Delay, d1 9.0 8.5 4.8 4.6 10.2 9.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.2 0.1 0.1 0.3 0.0 Delay 9.5 8.7 4.9 4.7 10.6 9.8 Level of Service A A A A B A Approach Delay 9.0 4.8 10.2 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 8.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.32 Actuated Cycle Length 33.5 Sum of lost time 13.5 Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 21 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 198 324 40 91 91 62 Future Volume (veh/h) 198 324 40 91 91 62 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1758 1800 1702 1716 1758 1800 Adj Flow Rate, veh/h 213 348 43 98 98 67 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 0 7 6 3 0 Cap, veh/h 576 499 515 908 282 257 Arrive On Green 0.33 0.33 0.05 0.53 0.17 0.17 Sat Flow, veh/h 1758 1525 1621 1716 1674 1525 Grp Volume(v), veh/h 213 348 43 98 98 67 Grp Sat Flow(s),veh/h/ln 1758 1525 1621 1716 1674 1525 Q Serve(g_s), s 2.8 5.9 0.4 0.8 1.5 1.1 Cycle Q Clear(g_c), s 2.8 5.9 0.4 0.8 1.5 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 576 499 515 908 282 257 V/C Ratio(X) 0.37 0.70 0.08 0.11 0.35 0.26 Avail Cap(c_a), veh/h 1064 [PHONE REDACTED] 1042 949 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.7 8.7 5.1 3.5 10.9 10.8 Incr Delay (d2), s/veh 0.4 1.8 0.1 0.1 0.7 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.4 0.1 0.1 0.5 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 8.0 10.5 5.2 3.5 11.7 11.3 LOS A B A A B B Approach Vol, veh/h 561 141 165 Approach Delay, s/veh 9.6 4.0 11.5 Approach LOS A A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 9.5 6.0 14.2 20.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 18.0 27.5 Max Q Clear Time (g_c+I1), s 3.5 2.4 7.9 2.8 Green Ext Time s 0.4 0.0 1.9 0.5 Intersection Summary HCM 6th Ctrl Delay 9.0 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 22 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 76 1161 485 131 320 157 v/c Ratio 0.22 0.70 0.38 0.20 0.63 0.31 Control Delay 8.4 11.9 13.2 4.2 21.3 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.4 11.9 13.2 4.2 21.3 4.8 Queue Length 50th (ft) 10 113 56 0 78 0 Queue Length 95th (ft) 30 202 101 29 151 32 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 200 150 100 Base Capacity (vph) 353 2068 1380 699 710 654 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.56 0.35 0.19 0.45 0.24 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 23 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 71 1091 456 123 301 148 Future Volume (vph) 71 1091 456 123 301 148 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1326 3320 3288 1485 1710 1354 Flt Permitted 0.37 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 519 3320 3288 1485 1710 1354 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 76 1161 485 131 320 157 RTOR Reduction (vph) 0 0 0 81 0 112 Lane Group Flow (vph) 76 1161 485 50 320 45 Heavy Vehicles 29% 3% 4% 3% 0% 13% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 25.3 25.3 18.1 18.1 13.6 13.6 Effective Green, g 25.3 25.3 18.1 18.1 13.6 13.6 Actuated g/C Ratio 0.53 0.53 0.38 0.38 0.28 0.28 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 319 1753 1242 561 485 384 v/s Ratio Prot 0.01 c0.35 0.15 c0.19 v/s Ratio Perm 0.11 0.03 0.03 v/c Ratio 0.24 0.66 0.39 0.09 0.66 0.12 Uniform Delay, d1 5.9 8.2 10.9 9.6 15.1 12.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 1.0 0.2 0.1 3.2 0.1 Delay 6.3 9.2 11.1 9.7 18.4 12.8 Level of Service A A B A B B Approach Delay 9.0 10.8 16.5 Approach LOS A B B Intersection Summary HCM 2000 Control Delay 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 47.9 Sum of lost time 13.5 Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 24 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 71 1091 456 123 301 148 Future Volume (veh/h) 71 1091 456 123 301 148 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1393 1758 1744 1758 1800 1617 Adj Flow Rate, veh/h 76 1161 485 131 320 157 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 29 3 4 3 0 13 Cap, veh/h 414 1707 1065 479 435 348 Arrive On Green 0.07 0.51 0.32 0.32 0.25 0.25 Sat Flow, veh/h 1327 3428 3400 1490 1714 1371 Grp Volume(v), veh/h 76 1161 485 131 320 157 Grp Sat Flow(s),veh/h/ln 1327 1670 1657 1490 1714 1371 Q Serve(g_s), s 1.3 10.0 4.5 2.5 6.6 3.7 Cycle Q Clear(g_c), s 1.3 10.0 4.5 2.5 6.6 3.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 414 1707 1065 479 435 348 V/C Ratio(X) 0.18 0.68 0.46 0.27 0.74 0.45 Avail Cap(c_a), veh/h 495 2407 1557 700 824 659 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 6.9 7.0 10.3 9.7 13.1 12.0 Incr Delay (d2), s/veh 0.2 0.5 0.3 0.3 2.4 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.2 1.3 0.7 2.3 3.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 7.1 7.5 10.6 10.0 15.5 13.0 LOS A A B A B B Approach Vol, veh/h 1237 616 477 Approach Delay, s/veh 7.5 10.5 14.7 Approach LOS A B B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 24.1 14.2 7.3 16.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.6 18.4 5.1 18.0 Max Q Clear Time (g_c+I1), s 12.0 8.6 3.3 6.5 Green Ext Time s 7.6 1.2 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 9.7 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 25 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 81 786 437 181 466 91 307 167 168 193 355 68 v/c Ratio 0.22 0.76 0.60 0.71 0.39 0.13 0.76 0.38 0.35 0.47 0.89 0.15 Control Delay 17.2 35.9 9.2 33.8 24.9 0.4 54.9 32.2 6.7 25.1 60.5 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.2 35.9 9.2 33.8 24.9 0.4 54.9 32.2 6.7 25.1 60.5 0.7 Queue Length 50th (ft) 28 239 31 68 120 0 98 85 0 78 214 0 Queue Length 95th (ft) 56 313 125 #142 165 1 #157 144 48 130 #358 0 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 200 200 200 200 150 150 100 100 Base Capacity (vph) 370 1034 [PHONE REDACTED] 681 420 495 526 410 452 498 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.76 0.60 0.71 0.39 0.13 0.73 0.34 0.32 0.47 0.79 0.14 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 747 415 172 443 86 292 159 160 183 337 65 Future Volume (vph) 77 747 415 172 443 86 292 159 160 183 337 65 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 4.5 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1644 3226 1500 1583 3167 1530 3252 1714 1404 1710 1748 1457 Flt Permitted 0.48 1.00 1.00 0.18 1.00 1.00 0.95 1.00 1.00 0.65 1.00 1.00 Satd. Flow (perm) 838 3226 1500 302 3167 1530 3252 1714 1404 1173 1748 1457 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 81 786 437 181 466 91 307 167 168 193 355 68 RTOR Reduction (vph) 0 0 247 0 0 57 0 0 125 0 0 53 Lane Group Flow (vph) 81 786 190 181 466 34 307 167 43 193 355 15 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA Prot pm+pt NA Prot Prot NA Prot pm+pt NA Perm Protected Phases 1 6 6 5 2 2 3 8 8 7 4 Permitted Phases 6 2 4 4 Actuated Green, G 37.1 32.4 32.4 45.7 36.7 36.7 12.0 24.9 24.9 30.2 22.3 22.3 Effective Green, g 37.1 32.4 32.4 45.7 36.7 36.7 12.0 24.9 24.9 30.2 22.3 22.3 Actuated g/C Ratio 0.38 0.33 0.33 0.47 0.37 0.37 0.12 0.25 0.25 0.31 0.23 0.23 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 4.5 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 3.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 355 1064 [PHONE REDACTED] 571 397 434 356 403 396 330 v/s Ratio Prot 0.01 0.24 0.13 c0.06 0.15 0.02 c0.09 c0.10 0.03 0.04 c0.20 v/s Ratio Perm 0.08 c0.26 0.11 0.01 v/c Ratio 0.23 0.74 0.38 0.70 0.39 0.06 0.77 0.38 0.12 0.48 0.90 0.05 Uniform Delay, d1 20.0 29.1 25.2 18.2 22.6 19.7 41.8 30.3 28.2 26.6 36.8 29.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 4.6 2.3 7.0 0.2 0.0 9.1 0.2 0.1 0.3 21.6 0.0 Delay 20.1 33.8 27.5 25.2 22.7 19.7 50.8 30.5 28.3 26.9 58.4 29.7 Level of Service C C C C C B D C C C E C Approach Delay 30.8 23.0 39.6 45.4 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 33.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length 98.2 Sum of lost time 24.0 Intersection Capacity Utilization 78.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 747 415 172 443 86 292 159 160 183 337 65 Future Volume (veh/h) 77 747 415 172 443 86 292 159 160 183 337 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 81 786 437 181 466 91 307 167 168 193 355 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 380 1071 [PHONE REDACTED] 572 377 413 339 389 395 329 Arrive On Green 0.05 0.33 0.33 0.09 0.37 0.37 0.12 0.24 0.24 0.08 0.22 0.22 Sat Flow, veh/h 1661 3260 1502 1607 3207 1525 3274 1730 1418 1714 1758 1466 Grp Volume(v), veh/h 81 786 437 181 466 91 307 167 168 193 355 68 Grp Sat Flow(s),veh/h/ln 1661 1630 1502 1607 1603 1525 1637 1730 1418 1714 1758 1466 Q Serve(g_s), s 3.0 20.1 26.0 6.9 10.0 3.7 8.6 7.7 9.6 8.0 18.5 3.6 Cycle Q Clear(g_c), s 3.0 20.1 26.0 6.9 10.0 3.7 8.6 7.7 9.6 8.0 18.5 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 380 1071 [PHONE REDACTED] 572 377 413 339 389 395 329 V/C Ratio(X) 0.21 0.73 0.89 0.65 0.39 0.16 0.82 0.40 0.50 0.50 0.90 0.21 Avail Cap(c_a), veh/h 407 1071 [PHONE REDACTED] 572 434 513 421 389 466 389 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 19.5 28.0 30.0 21.2 21.6 19.6 40.8 30.2 31.0 25.8 35.5 29.7 Incr Delay (d2), s/veh 0.1 4.5 20.3 4.2 0.2 0.1 10.2 0.2 0.4 0.4 16.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 8.3 11.8 2.8 3.7 1.3 4.0 3.2 3.3 3.3 9.6 1.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 19.6 32.5 50.2 25.5 21.7 19.7 50.9 30.5 31.4 26.1 52.3 29.9 LOS B C D C C B D C C C D C Approach Vol, veh/h 1304 738 642 616 Approach Delay, s/veh 37.6 22.4 40.5 41.6 Approach LOS D C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.4 41.4 15.4 27.2 14.8 37.0 14.0 28.5 Change Period (Y+Rc), s 6.0 6.0 4.5 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 34.0 12.5 25.0 9.0 31.0 8.0 28.0 Max Q Clear Time (g_c+I1), s 5.0 12.0 10.6 20.5 8.9 28.0 10.0 11.6 Green Ext Time s 0.0 2.8 0.2 0.7 0.0 1.7 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 35.5 HCM 6th LOS D ---PAGE BREAK--- Queues 2045 Total Traffic Mit AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 28 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 31 1108 35 60 632 114 47 13 86 516 42 84 v/c Ratio 0.08 0.77 0.05 0.29 0.42 0.15 0.20 0.08 0.29 0.74 0.08 0.16 Control Delay 9.1 22.5 0.1 12.5 14.7 1.0 20.6 34.0 2.4 35.2 24.1 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.1 22.5 0.1 12.5 14.7 1.0 20.6 34.0 2.4 35.2 24.1 2.8 Queue Length 50th (ft) 6 233 0 13 82 0 15 6 0 121 16 0 Queue Length 95th (ft) 19 323 0 30 158 8 37 22 0 #195 41 16 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 200 200 Base Capacity (vph) 377 1545 [PHONE REDACTED] 827 239 490 548 729 757 717 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.72 0.05 0.29 0.39 0.14 0.20 0.03 0.16 0.71 0.06 0.12 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 29 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 1053 33 57 600 108 45 12 82 490 40 80 Future Volume (vph) 29 1053 33 57 600 108 45 12 82 490 40 80 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 3320 1457 1660 3320 1500 1710 1800 1530 3285 1800 1530 Flt Permitted 0.35 1.00 1.00 0.12 1.00 1.00 0.73 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 639 3320 1457 215 3320 1500 1313 1800 1530 3285 1800 1530 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 1108 35 60 632 114 47 13 86 516 42 84 RTOR Reduction (vph) 0 0 20 0 0 65 0 0 77 0 0 61 Lane Group Flow (vph) 31 1108 15 60 632 49 47 13 9 516 42 23 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G 33.4 31.6 31.6 35.2 32.5 32.5 11.0 8.2 8.2 15.2 20.6 20.6 Effective Green, g 33.4 31.6 31.6 35.2 32.5 32.5 11.0 8.2 8.2 15.2 20.6 20.6 Actuated g/C Ratio 0.44 0.42 0.42 0.46 0.43 0.43 0.15 0.11 0.11 0.20 0.27 0.27 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 307 1385 [PHONE REDACTED] 643 205 194 165 659 489 416 v/s Ratio Prot 0.00 c0.33 c0.01 0.19 0.01 0.01 c0.16 0.02 v/s Ratio Perm 0.04 0.01 0.17 0.03 c0.02 0.01 0.01 v/c Ratio 0.10 0.80 0.02 0.40 0.44 0.08 0.23 0.07 0.06 0.78 0.09 0.05 Uniform Delay, d1 12.2 19.3 13.0 13.6 15.2 12.7 28.4 30.3 30.3 28.7 20.5 20.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 3.4 0.0 1.7 0.2 0.1 0.6 0.1 0.1 6.1 0.1 0.1 Delay 12.3 22.7 13.0 15.3 15.4 12.8 29.0 30.5 30.4 34.7 20.6 20.4 Level of Service B C B B B B C C C C C C Approach Delay 22.1 15.1 30.0 31.9 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 22.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 75.7 Sum of lost time 18.0 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report Mckenna Page 30 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 1053 33 57 600 108 45 12 82 490 40 80 Future Volume (veh/h) 29 1053 33 57 600 108 45 12 82 490 40 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 31 1108 35 60 632 114 47 13 86 516 42 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 373 1361 [PHONE REDACTED] 638 292 157 133 626 421 356 Arrive On Green 0.03 0.41 0.41 0.05 0.42 0.42 0.04 0.09 0.09 0.19 0.23 0.23 Sat Flow, veh/h 1714 3340 1466 1674 3340 1502 1714 1800 1525 3300 1800 1525 Grp Volume(v), veh/h 31 1108 35 60 632 114 47 13 86 516 42 84 Grp Sat Flow(s),veh/h/ln 1714 1670 1466 1674 1670 1502 1714 1800 1525 1650 1800 1525 Q Serve(g_s), s 0.7 19.9 1.0 1.4 9.1 3.2 1.7 0.5 3.7 10.2 1.2 3.0 Cycle Q Clear(g_c), s 0.7 19.9 1.0 1.4 9.1 3.2 1.7 0.5 3.7 10.2 1.2 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 373 1361 [PHONE REDACTED] 638 292 157 133 626 421 356 V/C Ratio(X) 0.08 0.81 0.06 0.24 0.45 0.18 0.16 0.08 0.65 0.82 0.10 0.24 Avail Cap(c_a), veh/h 444 1601 [PHONE REDACTED] 720 347 504 427 754 781 661 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.3 17.8 12.2 13.7 13.8 12.1 26.4 28.5 29.9 26.4 20.4 21.1 Incr Delay (d2), s/veh 0.1 2.9 0.0 0.5 0.2 0.1 0.3 0.2 5.2 6.3 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 7.4 0.3 0.5 3.1 1.0 0.7 0.2 1.5 4.3 0.5 1.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.4 20.7 12.2 14.2 14.0 12.3 26.6 28.7 35.1 32.7 20.5 21.4 LOS B C B B B B C C D C C C Approach Vol, veh/h 1174 806 146 642 Approach Delay, s/veh 20.2 13.8 31.8 30.4 Approach LOS C B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.4 10.4 7.9 32.1 7.4 20.3 6.7 33.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.5 19.0 5.0 32.5 5.1 29.4 5.0 32.5 Max Q Clear Time (g_c+I1), s 12.2 5.7 3.4 21.9 3.7 5.0 2.7 11.1 Green Ext Time s 0.7 0.2 0.0 5.7 0.0 0.4 0.0 4.8 Intersection Summary HCM 6th Ctrl Delay 21.3 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Mit RCUT AM 117: SH 44 & Can Ada Road 01/12/2023 2045 Total Traffic Mit RCUT AM 2:04 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 3.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 104 1392 456 151 0 449 Future Vol, veh/h 104 1392 456 151 0 449 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 111 1481 485 161 0 478 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 646 0 - 0 - 243 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 935 - - - 0 758 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 935 - - - - 758 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.7 0 17.5 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 935 - - - 758 HCM Lane V/C Ratio 0.118 - - - 0.63 HCM Control Delay 9.4 - - - 17.5 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.4 - - - 4.5 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Mit RCUT AM 119: SH 44 & Plummer Road 01/12/2023 2045 Total Traffic Mit RCUT AM 2:04 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 11.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 1543 73 57 645 120 0 0 139 0 0 610 Future Vol, veh/h 29 1543 73 57 645 120 0 0 139 0 0 610 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 31 1624 77 60 679 126 0 0 146 0 0 642 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 805 0 0 1701 0 0 - - 812 - - 340 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 815 - - 370 - - 0 0 322 0 0 656 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 815 - - 370 - - - - 322 - - 656 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.2 1.2 25.2 55.1 HCM LOS D F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 322 815 - - 370 - - 656 HCM Lane V/C Ratio 0.454 0.037 - - 0.162 - - 0.979 HCM Control Delay 25.2 9.6 - - 16.6 - - 55.1 HCM Lane LOS D A - - C - - F HCM 95th %tile Q(veh) 2.3 0.1 - - 0.6 - - 14.7 ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 42 319 124 83 312 270 1 62 v/c Ratio 0.09 0.66 0.36 0.14 0.69 0.38 0.00 0.20 Control Delay 9.1 17.7 12.1 13.7 24.7 8.0 11.0 13.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.1 17.7 12.1 13.7 24.7 8.0 11.0 13.8 Queue Length 50th (ft) 6 45 18 12 63 16 0 8 Queue Length 95th (ft) 23 131 54 51 #190 85 3 35 Internal Link Dist (ft) 1940 7635 2000 3210 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 460 736 348 762 451 800 375 725 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.43 0.36 0.11 0.69 0.34 0.00 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 38 111 176 112 74 1 281 75 168 1 31 25 Future Volume (vph) 38 111 176 112 74 1 281 75 168 1 31 25 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 1.00 1.00 0.90 1.00 0.93 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1614 1710 1797 1693 1613 1710 1678 Flt Permitted 0.70 1.00 0.34 1.00 0.52 1.00 0.59 1.00 Satd. Flow (perm) 1266 1614 609 1797 925 1613 1068 1678 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 42 123 196 124 82 1 312 83 187 1 34 28 RTOR Reduction (vph) 0 92 0 0 1 0 0 119 0 0 22 0 Lane Group Flow (vph) 42 227 0 124 82 0 312 151 0 1 40 0 Heavy Vehicles 0% 0% 2% 0% 0% 0% 1% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G 14.7 13.0 18.9 15.1 22.1 16.9 12.5 11.8 Effective Green, g 14.7 13.0 18.9 15.1 22.1 16.9 12.5 11.8 Actuated g/C Ratio 0.28 0.25 0.36 0.29 0.42 0.32 0.24 0.23 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 369 400 299 517 475 520 263 377 v/s Ratio Prot 0.00 c0.14 c0.03 0.05 c0.07 0.09 0.00 0.02 v/s Ratio Perm 0.03 0.12 c0.20 0.00 v/c Ratio 0.11 0.57 0.41 0.16 0.66 0.29 0.00 0.11 Uniform Delay, d1 13.9 17.2 11.9 13.9 11.5 13.3 15.2 16.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.9 0.9 0.1 3.3 0.3 0.0 0.1 Delay 14.0 19.1 12.9 14.1 14.8 13.6 15.2 16.2 Level of Service B B B B B B B B Approach Delay 18.5 13.4 14.2 16.2 Approach LOS B B B B Intersection Summary HCM 2000 Control Delay 15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 52.4 Sum of lost time 18.0 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 111 176 112 74 1 281 75 168 1 31 25 Future Volume (veh/h) 38 111 176 112 74 1 281 75 168 1 31 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1800 1772 1800 1800 1800 1786 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 42 123 196 124 82 1 312 83 187 1 34 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 2 0 0 0 1 0 0 0 0 0 Cap, veh/h 585 159 254 397 530 6 490 118 266 266 105 86 Arrive On Green 0.05 0.26 0.26 0.09 0.30 0.30 0.13 0.24 0.24 0.00 0.12 0.12 Sat Flow, veh/h 1714 [PHONE REDACTED] 1774 22 1701 492 1108 1714 913 752 Grp Volume(v), veh/h 42 0 319 124 0 83 312 0 270 1 0 62 Grp Sat Flow(s),veh/h/ln 1714 0 1621 1714 0 1796 1701 0 1600 1714 0 1665 Q Serve(g_s), s 0.8 0.0 7.9 2.2 0.0 1.5 5.5 0.0 6.7 0.0 0.0 1.5 Cycle Q Clear(g_c), s 0.8 0.0 7.9 2.2 0.0 1.5 5.5 0.0 6.7 0.0 0.0 1.5 Prop In Lane 1.00 0.61 1.00 0.01 1.00 0.69 1.00 0.45 Lane Grp Cap(c), veh/h 585 0 414 397 0 536 490 0 384 266 0 191 V/C Ratio(X) 0.07 0.00 0.77 0.31 0.00 0.15 0.64 0.00 0.70 0.00 0.00 0.32 Avail Cap(c_a), veh/h 704 0 671 441 0 744 490 0 699 460 0 708 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 10.9 0.0 15.0 10.9 0.0 11.2 14.4 0.0 15.1 17.0 0.0 17.7 Incr Delay (d2), s/veh 0.1 0.0 3.1 0.4 0.0 0.1 2.7 0.0 2.3 0.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 2.8 0.7 0.0 0.5 2.5 0.0 2.3 0.0 0.0 0.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 10.9 0.0 18.1 11.3 0.0 11.3 17.1 0.0 17.4 17.0 0.0 18.7 LOS B A B B A B B A B B A B Approach Vol, veh/h 361 207 582 63 Approach Delay, s/veh 17.3 11.3 17.3 18.6 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.6 14.9 8.4 15.6 10.0 9.5 6.5 17.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.5 18.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 8.7 4.2 9.9 7.5 3.5 2.8 3.5 Green Ext Time s 0.0 1.2 0.0 1.2 0.0 0.2 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 4 Lane Group EBL NBL NBT SBT SBR Lane Group Flow (vph) [PHONE REDACTED] 660 16 v/c Ratio 0.53 0.63 0.67 0.60 0.03 Control Delay 9.0 11.4 7.3 15.3 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.0 11.4 7.3 15.3 6.2 Queue Length 50th (ft) 3 26 81 68 0 Queue Length 95th (ft) 48 #125 196 129 10 Internal Link Dist (ft) 2915 2859 4089 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) [PHONE REDACTED] 1429 661 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.30 0.63 0.58 0.46 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 10 [PHONE REDACTED] 601 15 Future Volume (vph) 10 [PHONE REDACTED] 601 15 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 Frt 0.87 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1565 1676 3353 3353 1530 Flt Permitted 1.00 0.25 1.00 1.00 1.00 Satd. Flow (perm) 1565 446 3353 3353 1530 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 11 [PHONE REDACTED] 660 16 RTOR Reduction (vph) 184 0 0 0 0 11 Lane Group Flow (vph) 45 0 342 1442 660 5 Heavy Vehicles 0% 0% 2% 2% 2% 0% Turn Type Prot pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 2 6 Actuated Green, G 7.1 29.0 29.0 15.0 15.0 Effective Green, g 7.1 29.0 29.0 15.0 15.0 Actuated g/C Ratio 0.16 0.64 0.64 0.33 0.33 Clearance Time 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 1115 508 v/s Ratio Prot c0.03 0.13 c0.43 0.20 v/s Ratio Perm 0.27 0.00 v/c Ratio 0.18 0.63 0.67 0.59 0.01 Uniform Delay, d1 16.5 4.7 5.0 12.5 10.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 2.3 0.8 0.8 0.0 Delay 16.9 7.0 5.8 13.4 10.1 Level of Service B A A B B Approach Delay 16.9 6.1 13.3 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 8.8 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 45.1 Sum of lost time 13.5 Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 10 [PHONE REDACTED] 601 15 Future Volume (veh/h) 10 [PHONE REDACTED] 601 15 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1800 1772 1772 1772 1800 Adj Flow Rate, veh/h 11 [PHONE REDACTED] 660 16 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 0 2 2 2 0 Cap, veh/h 14 [PHONE REDACTED] 1089 493 Arrive On Green 0.19 0.19 0.17 0.60 0.32 0.32 Sat Flow, veh/h 73 1454 1688 3455 3455 1525 Grp Volume(v), veh/h 230 0 342 1442 660 16 Grp Sat Flow(s),veh/h/ln 1535 0 1688 1683 1683 1525 Q Serve(g_s), s 6.0 0.0 5.0 12.7 7.0 0.3 Cycle Q Clear(g_c), s 6.0 0.0 5.0 12.7 7.0 0.3 Prop In Lane 0.05 0.95 1.00 1.00 Lane Grp Cap(c), veh/h 290 0 575 2014 1089 493 V/C Ratio(X) 0.79 0.00 0.59 0.72 0.61 0.03 Avail Cap(c_a), veh/h 653 0 670 2628 1513 686 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 16.4 0.0 7.4 6.0 12.0 9.8 Incr Delay (d2), s/veh 4.9 0.0 1.1 0.7 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 1.2 2.5 2.2 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 21.2 0.0 8.4 6.6 12.6 9.8 LOS C A A A B A Approach Vol, veh/h 230 1784 676 Approach Delay, s/veh 21.2 7.0 12.5 Approach LOS C A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 29.8 12.5 11.6 18.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 9.5 19.0 Max Q Clear Time (g_c+I1), s 14.7 8.0 7.0 9.0 Green Ext Time s 10.6 0.5 0.3 3.2 Intersection Summary HCM 6th Ctrl Delay 9.6 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 6 220 182 643 140 344 416 68 44 v/c Ratio 0.03 0.43 0.38 0.82 0.19 0.68 0.76 0.27 0.12 Control Delay 10.8 23.4 14.3 29.2 4.3 27.7 34.5 19.3 22.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.8 23.4 14.3 29.2 4.3 27.7 34.5 19.3 22.0 Queue Length 50th (ft) 2 83 50 248 3 113 163 19 12 Queue Length 95th (ft) 7 138 86 #514 37 #280 #386 54 44 Internal Link Dist (ft) 3919 2558 3989 3904 Turn Bay Length (ft) 100 100 100 100 100 Base Capacity (vph) 222 [PHONE REDACTED] 918 503 585 252 487 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.24 0.38 0.64 0.15 0.68 0.71 0.27 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 190 8 164 579 126 310 218 157 61 31 9 Future Volume (vph) 5 190 8 164 579 126 310 218 157 61 31 9 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.94 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1772 1710 1782 1530 1710 1687 1710 1739 Flt Permitted 0.19 1.00 0.46 1.00 1.00 0.58 1.00 0.33 1.00 Satd. Flow (perm) 347 1772 837 1782 1530 1037 1687 589 1739 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 6 211 9 182 643 140 344 242 174 68 34 10 RTOR Reduction (vph) 0 2 0 0 0 74 0 28 0 0 8 0 Lane Group Flow (vph) 6 218 0 182 643 66 344 388 0 68 36 0 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 25.4 24.6 37.2 31.9 31.9 30.9 22.6 20.8 17.0 Effective Green, g 25.4 24.6 37.2 31.9 31.9 30.9 22.6 20.8 17.0 Actuated g/C Ratio 0.33 0.32 0.48 0.41 0.41 0.40 0.29 0.27 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 128 565 495 737 633 497 494 214 383 v/s Ratio Prot 0.00 0.12 c0.04 c0.36 c0.08 c0.23 0.02 0.02 v/s Ratio Perm 0.01 0.14 0.04 0.19 0.07 v/c Ratio 0.05 0.39 0.37 0.87 0.10 0.69 0.79 0.32 0.09 Uniform Delay, d1 18.6 20.4 12.0 20.7 13.8 18.3 25.0 21.7 23.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.4 0.5 11.1 0.1 4.1 8.1 0.9 0.1 Delay 18.7 20.8 12.4 31.8 13.9 22.4 33.1 22.5 24.0 Level of Service B C B C B C C C C Approach Delay 20.8 25.6 28.3 23.1 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 77.1 Sum of lost time 18.0 Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 190 8 164 579 126 310 218 157 61 31 9 Future Volume (veh/h) 5 190 8 164 579 126 310 218 157 61 31 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 6 211 9 182 643 140 344 242 174 68 34 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0 Cap, veh/h 172 561 24 533 739 631 568 271 195 227 277 81 Arrive On Green 0.01 0.33 0.33 0.09 0.41 0.41 0.12 0.28 0.28 0.05 0.21 0.21 Sat Flow, veh/h 1714 1700 73 1714 1786 1525 1714 [PHONE REDACTED] 1336 393 Grp Volume(v), veh/h 6 0 220 182 643 140 344 0 416 68 0 44 Grp Sat Flow(s),veh/h/ln 1714 0 1773 1714 1786 1525 1714 0 1674 1714 0 1729 Q Serve(g_s), s 0.2 0.0 6.9 4.7 23.9 4.3 8.9 0.0 17.3 2.2 0.0 1.5 Cycle Q Clear(g_c), s 0.2 0.0 6.9 4.7 23.9 4.3 8.9 0.0 17.3 2.2 0.0 1.5 Prop In Lane 1.00 0.04 1.00 1.00 1.00 0.42 1.00 0.23 Lane Grp Cap(c), veh/h 172 0 585 533 739 631 568 0 466 227 0 358 V/C Ratio(X) 0.03 0.00 0.38 0.34 0.87 0.22 0.61 0.00 0.89 0.30 0.00 0.12 Avail Cap(c_a), veh/h 276 0 879 568 962 821 568 0 529 260 0 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 18.2 0.0 18.6 12.9 19.5 13.7 19.6 0.0 25.1 21.8 0.0 23.4 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.4 7.0 0.2 1.8 0.0 16.0 0.7 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.7 1.7 10.4 1.4 5.0 0.0 8.5 0.9 0.0 0.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.2 0.0 19.0 13.3 26.5 13.9 21.4 0.0 41.0 22.5 0.0 23.5 LOS B A B B C B C A D C A C Approach Vol, veh/h 226 965 760 112 Approach Delay, s/veh 18.9 22.2 32.2 22.9 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 24.7 11.1 28.4 13.4 19.5 5.1 34.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 22.9 8.1 35.9 8.9 19.1 5.0 39.0 Max Q Clear Time (g_c+I1), s 4.2 19.3 6.7 8.9 10.9 3.5 2.2 25.9 Green Ext Time s 0.0 0.9 0.1 1.3 0.0 0.1 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 132 126 176 503 [PHONE REDACTED] 96 128 638 44 v/c Ratio 0.39 0.26 0.24 0.41 0.89 0.52 0.44 0.91 0.15 0.68 0.48 0.07 Control Delay 31.7 37.9 6.6 31.4 63.7 23.2 25.4 51.9 4.6 48.1 34.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.7 37.9 6.6 31.4 63.7 23.2 25.4 51.9 4.6 48.1 34.1 0.2 Queue Length 50th (ft) 40 92 0 107 453 199 78 566 0 68 243 0 Queue Length 95th (ft) 73 148 46 163 #635 262 128 #740 31 #171 315 0 Internal Link Dist (ft) 2558 3836 8809 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 194 671 660 [PHONE REDACTED] 346 1376 [PHONE REDACTED] 702 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.20 0.19 0.41 0.74 0.51 0.43 0.86 0.14 0.66 0.46 0.06 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 129 123 172 493 [PHONE REDACTED] 94 125 625 43 Future Volume (vph) 70 129 123 172 493 [PHONE REDACTED] 94 125 625 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 2693 1693 3353 1485 1710 3353 1530 Flt Permitted 0.15 1.00 1.00 0.61 1.00 1.00 0.32 1.00 1.00 0.07 1.00 1.00 Satd. Flow (perm) 275 1765 1530 1057 1782 2693 566 3353 1485 132 3353 1530 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 132 126 176 503 [PHONE REDACTED] 96 128 638 44 RTOR Reduction (vph) 0 0 89 0 0 86 0 0 59 0 0 27 Lane Group Flow (vph) 71 132 37 176 503 [PHONE REDACTED] 37 128 638 17 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA Perm pm+pt NA pm+ov pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green, G 47.5 41.0 41.0 52.9 43.7 54.5 62.6 53.1 53.1 65.2 54.4 54.4 Effective Green, g 47.5 41.0 41.0 52.9 43.7 54.5 62.6 53.1 53.1 65.2 54.4 54.4 Actuated g/C Ratio 0.34 0.30 0.30 0.38 0.32 0.39 0.45 0.38 0.38 0.47 0.39 0.39 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 162 524 454 [PHONE REDACTED] 334 1289 [PHONE REDACTED] 602 v/s Ratio Prot 0.02 0.07 c0.03 c0.28 0.04 0.03 c0.35 c0.05 0.19 v/s Ratio Perm 0.13 0.02 0.13 0.17 0.17 0.02 0.27 0.01 v/c Ratio 0.44 0.25 0.08 0.40 0.89 0.48 0.45 0.91 0.06 0.69 0.48 0.03 Uniform Delay, d1 34.1 36.9 35.0 29.8 45.0 31.3 23.3 40.3 26.8 28.6 31.3 25.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.3 0.1 0.6 16.4 0.3 1.0 10.0 0.0 10.6 0.3 0.0 Delay 36.0 37.1 35.1 30.4 61.4 31.6 24.2 50.3 26.9 39.2 31.6 25.7 Level of Service D D D C E C C D C D C C Approach Delay 36.1 42.7 46.0 32.5 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 41.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length 138.1 Sum of lost time 24.0 Intersection Capacity Utilization 92.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 129 123 172 493 [PHONE REDACTED] 94 125 625 43 Future Volume (veh/h) 70 129 123 172 493 [PHONE REDACTED] 94 125 625 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 71 132 126 176 503 [PHONE REDACTED] 96 128 638 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 154 522 449 [PHONE REDACTED] 354 1314 [PHONE REDACTED] 584 Arrive On Green 0.04 0.29 0.29 0.07 0.32 0.32 0.07 0.39 0.39 0.06 0.38 0.38 Sat Flow, veh/h 1714 1772 1525 1674 1786 2685 1701 3367 1490 1714 3367 1525 Grp Volume(v), veh/h 71 132 126 176 503 [PHONE REDACTED] 96 128 638 44 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1342 1701 1683 1490 1714 1683 1525 Q Serve(g_s), s 3.7 7.4 8.2 9.0 34.4 25.8 6.8 42.5 5.4 5.8 18.7 2.4 Cycle Q Clear(g_c), s 3.7 7.4 8.2 9.0 34.4 25.8 6.8 42.5 5.4 5.8 18.7 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 154 522 449 [PHONE REDACTED] 354 1314 [PHONE REDACTED] 584 V/C Ratio(X) 0.46 0.25 0.28 0.40 0.87 0.64 0.42 0.90 0.17 0.69 0.50 0.08 Avail Cap(c_a), veh/h 203 697 600 [PHONE REDACTED] 369 1429 [PHONE REDACTED] 659 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 34.1 34.8 35.2 29.9 41.3 32.6 23.1 37.0 25.7 30.3 30.5 25.4 Incr Delay (d2), s/veh 2.1 0.3 0.3 0.6 10.0 0.8 0.8 7.3 0.1 6.2 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 3.2 3.1 4.0 16.7 8.5 2.8 18.6 2.0 2.7 7.7 0.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 36.2 35.1 35.5 30.5 51.4 33.4 23.9 44.4 25.9 36.5 30.8 25.5 LOS D D D C D C C D C D C C Approach Vol, veh/h 329 1335 1422 810 Approach Delay, s/veh 35.5 39.8 41.0 31.4 Approach LOS D D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.3 47.9 14.8 55.6 15.0 44.2 13.8 56.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.0 51.0 10.0 56.0 9.0 51.0 11.0 55.0 Max Q Clear Time (g_c+I1), s 5.7 36.4 8.8 20.7 11.0 10.2 7.8 44.5 Green Ext Time s 0.0 5.5 0.0 5.1 0.0 1.2 0.1 6.1 Intersection Summary HCM 6th Ctrl Delay 38.1 HCM 6th LOS D ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 465 20 5 1372 121 23 v/c Ratio 0.25 0.02 0.01 0.68 0.38 0.07 Control Delay 6.5 4.1 4.0 8.4 21.0 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 4.1 4.0 8.4 21.0 8.8 Queue Length 50th (ft) 23 0 1 101 29 0 Queue Length 95th (ft) 78 9 4 192 70 14 Internal Link Dist (ft) 3836 6200 3903 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 2007 [PHONE REDACTED] 692 663 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.02 0.01 0.54 0.17 0.03 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 14 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 442 19 5 1303 115 22 Future Volume (vph) 442 19 5 1303 115 22 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3386 1530 1710 3386 1629 1530 Flt Permitted 1.00 1.00 0.41 1.00 0.95 1.00 Satd. Flow (perm) 3386 1530 741 3386 1629 1530 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 465 20 5 1372 121 23 RTOR Reduction (vph) 0 10 0 0 0 19 Lane Group Flow (vph) 465 10 5 1372 121 4 Heavy Vehicles 1% 0% 0% 1% 5% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 1 1 Permitted Phases 4 8 Actuated Green, G 25.3 25.3 30.6 30.6 8.9 8.9 Effective Green, g 25.3 25.3 30.6 30.6 8.9 8.9 Actuated g/C Ratio 0.52 0.52 0.63 0.63 0.18 0.18 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1766 [PHONE REDACTED] 298 280 v/s Ratio Prot 0.14 0.00 c0.41 c0.07 0.00 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.26 0.01 0.01 0.64 0.41 0.02 Uniform Delay, d1 6.4 5.6 3.5 5.6 17.5 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.0 0.7 0.9 0.0 Delay 6.5 5.6 3.5 6.2 18.4 16.2 Level of Service A A A A B B Approach Delay 6.5 6.2 18.0 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 7.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 48.5 Sum of lost time 13.5 Intersection Capacity Utilization 52.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 15 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 442 19 5 1303 115 22 Future Volume (veh/h) 442 19 5 1303 115 22 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1786 1800 1800 1786 1730 1800 Adj Flow Rate, veh/h 465 20 5 1372 121 23 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 0 0 1 5 0 Cap, veh/h 1644 [PHONE REDACTED] 227 210 Arrive On Green 0.48 0.48 0.01 0.62 0.14 0.14 Sat Flow, veh/h 3483 1525 1714 3483 1647 1525 Grp Volume(v), veh/h 465 20 5 1372 121 23 Grp Sat Flow(s),veh/h/ln 1697 1525 1714 1697 1647 1525 Q Serve(g_s), s 3.0 0.2 0.0 9.5 2.5 0.5 Cycle Q Clear(g_c), s 3.0 0.2 0.0 9.5 2.5 0.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1644 [PHONE REDACTED] 227 210 V/C Ratio(X) 0.28 0.03 0.01 0.66 0.53 0.11 Avail Cap(c_a), veh/h 2146 [PHONE REDACTED] 838 776 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 5.6 4.9 4.1 4.5 14.6 13.7 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.4 2.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 0.0 1.3 0.9 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 5.7 4.9 4.1 4.9 16.5 14.0 LOS A A A A B B Approach Vol, veh/h 485 1377 144 Approach Delay, s/veh 5.7 4.9 16.1 Approach LOS A A B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 4.7 22.1 9.5 26.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 23.0 18.5 32.5 Max Q Clear Time (g_c+I1), s 2.0 5.0 4.5 11.5 Green Ext Time s 0.0 3.0 0.3 10.9 Intersection Summary HCM 6th Ctrl Delay 5.9 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 16 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 132 200 642 244 153 189 v/c Ratio 0.40 0.45 0.81 0.22 0.45 0.42 Control Delay 23.5 7.6 16.9 5.1 24.1 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.5 7.6 16.9 5.1 24.1 7.0 Queue Length 50th (ft) 36 0 93 25 41 0 Queue Length 95th (ft) 86 45 #282 63 97 44 Internal Link Dist (ft) 2600 1170 5156 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 664 [PHONE REDACTED] 631 684 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.29 0.74 0.16 0.24 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 17 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 120 182 584 222 139 172 Future Volume (vph) 120 182 584 222 139 172 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1800 1500 1676 1800 1710 1530 Flt Permitted 1.00 1.00 0.46 1.00 0.95 1.00 Satd. Flow (perm) 1800 1500 808 1800 1710 1530 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 132 200 642 244 153 189 RTOR Reduction (vph) 0 162 0 0 0 151 Lane Group Flow (vph) 132 38 642 244 153 38 Heavy Vehicles 0% 2% 2% 0% 0% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 2 2 Permitted Phases 4 8 Actuated Green, G 9.6 9.6 31.2 31.2 10.0 10.0 Effective Green, g 9.6 9.6 31.2 31.2 10.0 10.0 Actuated g/C Ratio 0.19 0.19 0.62 0.62 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 344 [PHONE REDACTED] 340 304 v/s Ratio Prot 0.07 c0.27 0.14 c0.09 0.02 v/s Ratio Perm 0.03 c0.23 v/c Ratio 0.38 0.13 0.81 0.22 0.45 0.12 Uniform Delay, d1 17.7 16.8 6.3 4.2 17.7 16.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.2 6.0 0.1 0.9 0.2 Delay 18.4 17.1 12.2 4.3 18.6 16.7 Level of Service B B B A B B Approach Delay 17.6 10.0 17.6 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length 50.2 Sum of lost time 13.5 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 18 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 120 182 584 222 139 172 Future Volume (veh/h) 120 182 584 222 139 172 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1772 1772 1800 1800 1800 Adj Flow Rate, veh/h 132 200 642 244 153 189 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 0 0 0 Cap, veh/h 342 [PHONE REDACTED] 305 271 Arrive On Green 0.19 0.19 0.34 0.63 0.18 0.18 Sat Flow, veh/h 1800 1502 1688 1800 1714 1525 Grp Volume(v), veh/h 132 200 642 244 153 189 Grp Sat Flow(s),veh/h/ln 1800 1502 1688 1800 1714 1525 Q Serve(g_s), s 2.9 5.7 12.1 2.7 3.7 5.3 Cycle Q Clear(g_c), s 2.9 5.7 12.1 2.7 3.7 5.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 342 [PHONE REDACTED] 305 271 V/C Ratio(X) 0.39 0.70 0.75 0.22 0.50 0.70 Avail Cap(c_a), veh/h [PHONE REDACTED] 1691 674 600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 16.2 17.3 7.5 3.7 17.0 17.7 Incr Delay (d2), s/veh 0.7 3.1 2.4 0.1 1.3 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.0 3.2 0.6 1.4 1.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 16.9 20.4 9.9 3.8 18.3 20.9 LOS B C A A B C Approach Vol, veh/h 332 886 342 Approach Delay, s/veh 19.0 8.2 19.7 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 12.6 19.9 13.2 33.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 20.5 18.0 43.0 Max Q Clear Time (g_c+I1), s 7.3 14.1 7.7 4.7 Green Ext Time s 0.8 1.4 1.0 1.5 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 19 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 184 273 101 431 401 74 v/c Ratio 0.35 0.43 0.22 0.58 0.66 0.13 Control Delay 16.1 4.8 9.0 13.1 19.0 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.1 4.8 9.0 13.1 19.0 4.3 Queue Length 50th (ft) 40 0 14 72 82 0 Queue Length 95th (ft) 88 42 37 149 #192 21 Internal Link Dist (ft) 3891 1279 5173 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 847 [PHONE REDACTED] 827 778 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.32 0.22 0.34 0.48 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 20 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 166 246 91 388 361 67 Future Volume (vph) 166 246 91 388 361 67 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1800 1530 1710 1800 1710 1530 Flt Permitted 1.00 1.00 0.47 1.00 0.95 1.00 Satd. Flow (perm) 1800 1530 840 1800 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 184 273 101 431 401 74 RTOR Reduction (vph) 0 196 0 0 0 49 Lane Group Flow (vph) 184 77 101 431 401 25 Heavy Vehicles 0% 0% 0% 0% 0% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 2 2 Permitted Phases 4 8 Actuated Green, G 12.0 12.0 19.0 19.0 14.5 14.5 Effective Green, g 12.0 12.0 19.0 19.0 14.5 14.5 Actuated g/C Ratio 0.28 0.28 0.45 0.45 0.34 0.34 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 508 432 426 804 583 522 v/s Ratio Prot 0.10 0.01 c0.24 c0.23 0.02 v/s Ratio Perm 0.05 0.09 v/c Ratio 0.36 0.18 0.24 0.54 0.69 0.05 Uniform Delay, d1 12.2 11.5 7.2 8.5 12.1 9.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.2 0.3 0.7 3.4 0.0 Delay 12.6 11.7 7.5 9.2 15.4 9.4 Level of Service B B A A B A Approach Delay 12.1 8.9 14.5 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 42.5 Sum of lost time 13.5 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 21 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 166 246 91 388 361 67 Future Volume (veh/h) 166 246 91 388 361 67 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 184 273 101 431 401 74 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 459 389 503 832 509 453 Arrive On Green 0.26 0.26 0.09 0.46 0.30 0.30 Sat Flow, veh/h 1800 1525 1714 1800 1714 1525 Grp Volume(v), veh/h 184 273 101 431 401 74 Grp Sat Flow(s),veh/h/ln 1800 1525 1714 1800 1714 1525 Q Serve(g_s), s 3.2 6.1 1.4 6.3 8.0 1.3 Cycle Q Clear(g_c), s 3.2 6.1 1.4 6.3 8.0 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 459 389 503 832 509 453 V/C Ratio(X) 0.40 0.70 0.20 0.52 0.79 0.16 Avail Cap(c_a), veh/h 867 [PHONE REDACTED] 849 755 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.5 12.6 7.7 7.1 12.1 9.7 Incr Delay (d2), s/veh 0.6 2.3 0.2 0.5 2.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 1.9 0.4 1.6 2.7 0.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 12.1 14.9 7.8 7.6 14.8 9.9 LOS B B A A B A Approach Vol, veh/h 457 532 475 Approach Delay, s/veh 13.8 7.6 14.1 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 15.6 7.7 14.0 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 18.0 27.5 Max Q Clear Time (g_c+I1), s 10.0 3.4 8.1 8.3 Green Ext Time s 1.1 0.0 1.5 2.6 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 22 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 88 920 1237 285 322 111 v/c Ratio 0.33 0.49 0.85 0.35 0.72 0.25 Control Delay 9.6 8.6 23.7 3.4 28.6 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.6 8.6 23.7 3.4 28.6 5.6 Queue Length 50th (ft) 12 88 203 0 100 0 Queue Length 95th (ft) 31 138 #350 39 176 30 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 200 150 100 Base Capacity (vph) 266 2096 1507 825 571 539 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.44 0.82 0.35 0.56 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 23 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 83 865 1163 268 303 104 Future Volume (vph) 83 865 1163 268 303 104 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1613 3353 3386 1500 1676 1366 Flt Permitted 0.14 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 243 3353 3386 1500 1676 1366 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 88 920 1237 285 322 111 RTOR Reduction (vph) 0 0 0 164 0 82 Lane Group Flow (vph) 88 920 1237 121 322 29 Heavy Vehicles 6% 2% 1% 2% 2% 12% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 31.6 31.6 23.4 23.4 14.6 14.6 Effective Green, g 31.6 31.6 23.4 23.4 14.6 14.6 Actuated g/C Ratio 0.57 0.57 0.42 0.42 0.26 0.26 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 230 1919 1435 635 443 361 v/s Ratio Prot 0.03 c0.27 c0.37 c0.19 v/s Ratio Perm 0.19 0.08 0.02 v/c Ratio 0.38 0.48 0.86 0.19 0.73 0.08 Uniform Delay, d1 8.7 7.0 14.4 10.0 18.5 15.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.2 5.6 0.1 5.9 0.1 Delay 9.8 7.1 20.0 10.1 24.3 15.4 Level of Service A A C B C B Approach Delay 7.4 18.2 22.0 Approach LOS A B C Intersection Summary HCM 2000 Control Delay 15.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length 55.2 Sum of lost time 13.5 Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 24 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 83 865 1163 268 303 104 Future Volume (veh/h) 83 865 1163 268 303 104 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1716 1772 1786 1772 1772 1632 Adj Flow Rate, veh/h 88 920 1237 285 322 111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 2 1 2 2 12 Cap, veh/h 289 1985 1468 650 397 325 Arrive On Green 0.07 0.59 0.43 0.43 0.24 0.24 Sat Flow, veh/h 1634 3455 3483 1502 1688 1383 Grp Volume(v), veh/h 88 920 1237 285 322 111 Grp Sat Flow(s),veh/h/ln 1634 1683 1697 1502 1688 1383 Q Serve(g_s), s 1.3 7.9 16.7 6.8 9.3 3.4 Cycle Q Clear(g_c), s 1.3 7.9 16.7 6.8 9.3 3.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 289 1985 1468 650 397 325 V/C Ratio(X) 0.30 0.46 0.84 0.44 0.81 0.34 Avail Cap(c_a), veh/h 334 2159 1550 686 590 484 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 10.3 6.0 13.0 10.2 18.6 16.4 Incr Delay (d2), s/veh 0.6 0.2 4.2 0.5 5.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.9 5.9 1.9 3.8 2.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 10.9 6.1 17.3 10.7 23.8 17.0 LOS B A B B C B Approach Vol, veh/h 1008 1522 433 Approach Delay, s/veh 6.5 16.0 22.1 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 34.8 16.6 8.1 26.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 5.0 23.5 Max Q Clear Time (g_c+I1), s 9.9 11.3 3.3 18.7 Green Ext Time s 7.0 0.8 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 25 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 162 677 420 211 977 114 475 307 158 111 239 113 v/c Ratio 0.75 0.60 0.47 0.62 0.83 0.17 0.85 0.61 0.28 0.40 0.79 0.24 Control Delay 53.0 34.8 5.3 43.6 40.7 0.6 60.5 40.2 3.4 28.6 63.5 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.0 34.8 5.3 43.6 40.7 0.6 60.5 40.2 3.4 28.6 63.5 1.2 Queue Length 50th (ft) 90 223 31 114 341 0 175 194 0 52 170 0 Queue Length 95th (ft) #193 308 77 191 454 0 #272 288 29 91 261 0 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 200 200 200 200 150 150 100 100 Base Capacity (vph) 221 1130 [PHONE REDACTED] 700 615 634 663 280 405 539 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.60 0.46 0.52 0.76 0.16 0.77 0.48 0.24 0.40 0.59 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 670 416 209 967 113 470 304 156 110 237 112 Future Volume (vph) 160 670 416 209 967 113 470 304 156 110 237 112 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1693 3386 1515 1676 3386 1530 3317 1800 1530 1660 1748 1515 Flt Permitted 0.15 1.00 1.00 0.39 1.00 1.00 0.95 1.00 1.00 0.57 1.00 1.00 Satd. Flow (perm) 267 3386 1515 696 3386 1530 3317 1800 1530 1002 1748 1515 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 677 420 211 977 114 475 307 158 111 239 113 RTOR Reduction (vph) 0 0 133 0 0 74 0 0 114 0 0 93 Lane Group Flow (vph) 162 677 287 211 977 40 475 307 44 111 239 20 Heavy Vehicles 1% 1% 1% 2% 1% 0% 0% 0% 0% 3% 3% 1% Turn Type pm+pt NA pm+ov pm+pt NA Perm Prot NA Perm pm+pt NA Perm Protected Phases 1 6 3 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 4 4 Actuated Green, G 36.4 36.4 54.8 37.9 37.9 37.9 18.4 30.4 30.4 25.6 18.8 18.8 Effective Green, g 36.4 36.4 54.8 37.9 37.9 37.9 18.4 30.4 30.4 25.6 18.8 18.8 Actuated g/C Ratio 0.33 0.33 0.50 0.35 0.35 0.35 0.17 0.28 0.28 0.24 0.17 0.17 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.0 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 216 1132 [PHONE REDACTED] 532 560 502 427 276 302 261 v/s Ratio Prot 0.07 c0.20 0.06 0.06 c0.29 c0.14 0.17 0.03 c0.14 v/s Ratio Perm 0.18 0.13 0.15 0.03 0.03 0.07 0.01 v/c Ratio 0.75 0.60 0.38 0.62 0.83 0.07 0.85 0.61 0.10 0.40 0.79 0.07 Uniform Delay, d1 29.2 30.1 16.5 32.0 32.5 23.7 43.8 34.1 29.1 34.1 43.1 37.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.2 2.3 0.1 2.3 4.8 0.0 11.0 1.6 0.0 0.4 12.4 0.0 Delay 41.4 32.5 16.7 34.3 37.3 23.8 54.9 35.6 29.1 34.4 55.5 37.8 Level of Service D C B C D C D D C C E D Approach Delay 28.3 35.6 44.3 46.1 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 36.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length 108.8 Sum of lost time 24.0 Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 670 416 209 967 113 470 304 156 110 237 112 Future Volume (veh/h) 160 670 416 209 967 113 470 304 156 110 237 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1772 1786 1800 1800 1800 1800 1758 1758 1786 Adj Flow Rate, veh/h 162 677 420 211 977 114 475 307 158 111 239 113 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 2 1 0 0 0 0 3 3 1 Cap, veh/h 227 1247 [PHONE REDACTED] 518 547 457 387 285 282 243 Arrive On Green 0.09 0.37 0.37 0.06 0.34 0.34 0.16 0.25 0.25 0.07 0.16 0.16 Sat Flow, veh/h 1701 3393 1514 1688 3393 1525 3326 1800 1525 1674 1758 1514 Grp Volume(v), veh/h 162 677 420 211 977 114 475 307 158 111 239 113 Grp Sat Flow(s),veh/h/ln 1701 1697 1514 1688 1697 1525 1663 1800 1525 1674 1758 1514 Q Serve(g_s), s 6.9 15.4 8.3 1.8 26.2 5.2 13.6 15.0 6.4 5.3 12.9 6.6 Cycle Q Clear(g_c), s 6.9 15.4 8.3 1.8 26.2 5.2 13.6 15.0 6.4 5.3 12.9 6.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 227 1247 [PHONE REDACTED] 518 547 457 387 285 282 243 V/C Ratio(X) 0.71 0.54 0.52 0.76 0.85 0.22 0.87 0.67 0.41 0.39 0.85 0.46 Avail Cap(c_a), veh/h 247 1247 [PHONE REDACTED] 638 679 698 592 285 449 386 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 27.3 24.5 4.4 38.9 30.0 23.1 39.9 32.9 17.2 31.2 39.9 37.3 Incr Delay (d2), s/veh 6.8 1.7 2.4 1.7 3.9 0.2 8.5 0.6 0.3 0.3 4.6 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 6.3 3.8 4.9 11.0 1.9 6.1 6.5 3.0 2.2 5.9 2.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 34.1 26.2 6.8 40.5 33.9 23.3 48.4 33.5 17.5 31.5 44.6 37.8 LOS C C A D C C D C B C D D Approach Vol, veh/h 1259 1302 940 463 Approach Delay, s/veh 20.7 34.1 38.4 39.8 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.9 39.3 22.1 21.7 12.1 42.0 13.0 30.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 10.0 41.0 20.0 25.0 15.0 36.0 7.0 38.0 Max Q Clear Time (g_c+I1), s 8.9 28.2 15.6 14.9 3.8 17.4 7.3 17.0 Green Ext Time s 0.0 5.1 0.5 0.8 0.2 5.0 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Total Traffic Mit PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 28 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 862 58 108 1352 293 113 116 158 333 82 99 v/c Ratio 0.36 0.57 0.08 0.33 0.86 0.37 0.37 0.49 0.47 0.76 0.21 0.23 Control Delay 14.2 19.3 0.2 11.5 26.8 9.3 24.8 40.1 10.8 47.1 29.7 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 19.3 0.2 11.5 26.8 9.3 24.8 40.1 10.8 47.1 29.7 4.7 Queue Length 50th (ft) 15 170 0 23 313 45 42 56 0 86 36 0 Queue Length 95th (ft) 36 251 0 51 #498 110 80 106 51 #160 74 25 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 200 200 Base Capacity (vph) 198 1542 [PHONE REDACTED] 812 308 432 479 444 538 533 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.56 0.08 0.33 0.83 0.36 0.37 0.27 0.33 0.75 0.15 0.19 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Mit PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 29 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 819 55 103 1284 278 107 110 150 316 78 94 Future Volume (vph) 67 819 55 103 1284 278 107 110 150 316 78 94 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 3386 1530 1710 3386 1530 1710 1765 1471 3285 1800 1485 Flt Permitted 0.11 1.00 1.00 0.22 1.00 1.00 0.70 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 205 3386 1530 391 3386 1530 1267 1765 1471 3285 1800 1485 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 71 862 58 108 1352 293 113 116 158 333 82 99 RTOR Reduction (vph) 0 0 33 0 0 77 0 0 135 0 0 78 Lane Group Flow (vph) 71 862 25 108 1352 216 113 116 23 333 82 21 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 2% 4% 1% 0% 3% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G 38.9 35.1 35.1 42.1 36.7 36.7 16.5 11.7 11.7 10.5 17.4 17.4 Effective Green, g 38.9 35.1 35.1 42.1 36.7 36.7 16.5 11.7 11.7 10.5 17.4 17.4 Actuated g/C Ratio 0.48 0.43 0.43 0.52 0.45 0.45 0.20 0.14 0.14 0.13 0.22 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 169 1472 [PHONE REDACTED] 695 285 255 213 427 388 320 v/s Ratio Prot 0.02 0.25 c0.02 c0.40 0.02 c0.07 c0.10 0.05 v/s Ratio Perm 0.18 0.02 0.17 0.14 0.06 0.02 0.01 v/c Ratio 0.42 0.59 0.04 0.37 0.88 0.31 0.40 0.45 0.11 0.78 0.21 0.07 Uniform Delay, d1 14.9 17.3 13.1 11.0 20.0 14.0 27.3 31.6 30.0 34.0 26.0 25.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.6 0.0 0.8 6.0 0.3 0.9 1.3 0.2 8.8 0.3 0.1 Delay 16.6 17.9 13.1 11.8 26.0 14.2 28.3 32.9 30.2 42.7 26.3 25.3 Level of Service B B B B C B C C C D C C Approach Delay 17.5 23.2 30.4 36.7 Approach LOS B C C D Intersection Summary HCM 2000 Control Delay 24.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length 80.7 Sum of lost time 18.0 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Mit PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 30 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 819 55 103 1284 278 107 110 150 316 78 94 Future Volume (veh/h) 67 819 55 103 1284 278 107 110 150 316 78 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1772 1744 1786 1800 1758 Adj Flow Rate, veh/h 71 862 58 108 1352 293 113 116 158 333 82 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 0 0 1 0 0 2 4 1 0 3 Cap, veh/h 208 1520 [PHONE REDACTED] 695 388 245 204 413 341 282 Arrive On Green 0.05 0.45 0.45 0.06 0.46 0.46 0.07 0.14 0.14 0.13 0.19 0.19 Sat Flow, veh/h 1714 3393 1525 1714 3393 1525 1714 1772 1478 3300 1800 1490 Grp Volume(v), veh/h 71 862 58 108 1352 293 113 116 158 333 82 99 Grp Sat Flow(s),veh/h/ln 1714 1697 1525 1714 1697 1525 1714 1772 1478 1650 1800 1490 Q Serve(g_s), s 1.7 14.7 1.7 2.6 28.2 10.1 4.3 4.7 8.1 7.7 3.0 4.5 Cycle Q Clear(g_c), s 1.7 14.7 1.7 2.6 28.2 10.1 4.3 4.7 8.1 7.7 3.0 4.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 208 1520 [PHONE REDACTED] 695 388 245 204 413 341 282 V/C Ratio(X) 0.34 0.57 0.08 0.31 0.87 0.42 0.29 0.47 0.77 0.81 0.24 0.35 Avail Cap(c_a), veh/h 231 1534 [PHONE REDACTED] 733 400 431 360 444 535 443 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 16.5 15.9 12.4 11.8 19.2 14.3 25.9 31.0 32.5 33.2 26.9 27.5 Incr Delay (d2), s/veh 1.0 0.5 0.1 0.5 5.4 0.4 0.4 1.4 6.1 9.9 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 5.3 0.6 0.9 11.2 3.3 1.8 2.1 3.1 3.6 1.3 1.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 17.5 16.4 12.4 12.3 24.7 14.7 26.3 32.4 38.6 43.1 27.2 28.2 LOS B B B B C B C C D D C C Approach Vol, veh/h 991 1753 387 514 Approach Delay, s/veh 16.3 22.2 33.1 37.7 Approach LOS B C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.3 15.3 9.0 39.5 10.3 19.3 8.4 40.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 19.0 7.2 35.3 6.3 23.2 5.0 37.5 Max Q Clear Time (g_c+I1), s 9.7 10.1 4.6 16.7 6.3 6.5 3.7 30.2 Green Ext Time s 0.1 0.7 0.1 6.1 0.0 0.6 0.0 5.4 Intersection Summary HCM 6th Ctrl Delay 24.0 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Mit RCUT PM 117: SH 44 & Can Ada Road 01/12/2023 2045 Total Traffic Mit RCUT PM 2:05 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 10.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 114 1168 1163 315 0 407 Future Vol, veh/h 114 1168 1163 315 0 407 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 121 1243 1237 335 0 433 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1572 0 - 0 - 619 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 415 - - - 0 ~ 432 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 415 - - - - ~ 432 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 1.5 0 75.2 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 415 - - - 432 HCM Lane V/C Ratio 0.292 - - - 1.002 HCM Control Delay 17.2 - - - 75.2 HCM Lane LOS C - - - F HCM 95th %tile Q(veh) 1.2 - - - 12.8 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Mit RCUT PM 119: SH 44 & Plummer Road 01/12/2023 2045 Total Traffic Mit RCUT PM 2:05 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 30.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 67 1135 [PHONE REDACTED] 388 0 0 367 0 0 487 Future Vol, veh/h 67 1135 [PHONE REDACTED] 388 0 0 367 0 0 487 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 70 1182 [PHONE REDACTED] 404 0 0 382 0 0 507 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1853 0 0 1321 0 0 - - 591 - - 725 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 323 - - 519 - - 0 0 450 0 0 ~ 368 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 323 - - 519 - - - - 450 - - ~ 368 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 1 0.8 44 215.4 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 450 323 - - 519 - - 368 HCM Lane V/C Ratio 0.85 0.216 - - 0.207 - - 1.379 HCM Control Delay 44 19.2 - - 13.7 - - 215.4 HCM Lane LOS E C - - B - - F HCM 95th %tile Q(veh) 8.5 0.8 - - 0.8 - - 25 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- MOVEMENT SUMMARY Site: 101 [Purple Sage Road / Can Ada Road AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 101 4.0 112 4.0 0.172 4.4 LOS A 0.8 21.1 0.21 0.09 0.21 34.1 8 T1 27 0.0 30 0.0 0.172 4.2 LOS A 0.8 21.1 0.21 0.09 0.21 34.1 18 R2 67 0.0 74 0.0 0.172 4.2 LOS A 0.8 21.1 0.21 0.09 0.21 33.2 Approach 195 2.1 217 2.1 0.172 4.3 LOS A 0.8 21.1 0.21 0.09 0.21 33.8 East: RoadName 1 L2 135 0.0 150 0.0 0.210 5.0 LOS A 1.0 26.1 0.35 0.22 0.35 33.6 6 T1 84 0.0 93 0.0 0.210 5.0 LOS A 1.0 26.1 0.35 0.22 0.35 33.5 16 R2 1 0.0 1 0.0 0.210 5.0 LOS A 1.0 26.1 0.35 0.22 0.35 32.6 Approach 220 0.0 244 0.0 0.210 5.0 LOS A 1.0 26.1 0.35 0.22 0.35 33.6 North: RoadName 7 L2 1 0.0 1 0.0 0.072 4.4 LOS A 0.3 7.5 0.45 0.33 0.45 35.7 4 T1 40 0.0 44 0.0 0.072 4.4 LOS A 0.3 7.5 0.45 0.33 0.45 35.5 14 R2 21 0.0 23 0.0 0.072 4.4 LOS A 0.3 7.5 0.45 0.33 0.45 34.5 Approach 62 0.0 69 0.0 0.072 4.4 LOS A 0.3 7.5 0.45 0.33 0.45 35.2 West: RoadName 5 L2 17 0.0 19 0.0 0.268 5.7 LOS A 1.4 35.0 0.41 0.27 0.41 34.8 2 T1 42 0.0 47 0.0 0.268 5.7 LOS A 1.4 35.0 0.41 0.27 0.41 34.6 12 R2 214 0.0 238 0.0 0.268 5.7 LOS A 1.4 35.0 0.41 0.27 0.41 33.6 Approach 273 0.0 303 0.0 0.268 5.7 LOS A 1.4 35.0 0.41 0.27 0.41 33.9 All Vehicles 750 0.5 833 0.5 0.268 5.0 LOS A 1.4 35.0 0.34 0.21 0.34 33.9 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Tuesday, October 4, 2022 9:04:23 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 101 [Purple Sage Road / Can Ada Road PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 281 1.3 312 1.3 0.499 8.6 LOS A 3.5 88.3 0.49 0.32 0.49 32.0 8 T1 75 0.0 83 0.0 0.499 8.6 LOS A 3.5 88.3 0.49 0.32 0.49 32.0 18 R2 168 0.0 187 0.0 0.499 8.6 LOS A 3.5 88.3 0.49 0.32 0.49 31.2 Approach 524 0.7 582 0.7 0.499 8.6 LOS A 3.5 88.3 0.49 0.32 0.49 31.7 East: RoadName 1 L2 112 0.0 124 0.0 0.231 6.5 LOS A 1.1 26.5 0.55 0.49 0.55 32.9 6 T1 70 0.0 78 0.0 0.231 6.5 LOS A 1.1 26.5 0.55 0.49 0.55 32.8 16 R2 1 0.0 1 0.0 0.231 6.5 LOS A 1.1 26.5 0.55 0.49 0.55 31.9 Approach 183 0.0 203 0.0 0.231 6.5 LOS A 1.1 26.5 0.55 0.49 0.55 32.9 North: RoadName 7 L2 1 0.0 1 0.0 0.077 5.2 LOS A 0.3 7.8 0.53 0.45 0.53 35.2 4 T1 31 0.0 34 0.0 0.077 5.2 LOS A 0.3 7.8 0.53 0.45 0.53 35.1 14 R2 24 0.0 27 0.0 0.077 5.2 LOS A 0.3 7.8 0.53 0.45 0.53 34.1 Approach 56 0.0 62 0.0 0.077 5.2 LOS A 0.3 7.8 0.53 0.45 0.53 34.7 West: RoadName 5 L2 36 0.0 40 0.0 0.304 5.9 LOS A 1.7 41.7 0.38 0.24 0.38 34.5 2 T1 105 0.0 117 0.0 0.304 5.9 LOS A 1.7 41.7 0.38 0.24 0.38 34.4 12 R2 176 2.2 196 2.2 0.304 6.0 LOS A 1.7 41.7 0.38 0.24 0.38 33.3 Approach 317 1.2 352 1.2 0.304 6.0 LOS A 1.7 41.7 0.38 0.24 0.38 33.8 All Vehicles 1080 0.7 1200 0.7 0.499 7.3 LOS A 3.5 88.3 0.47 0.33 0.47 32.7 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Tuesday, October 4, 2022 9:05:53 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 111 [Beacon Light Road / Palmer Lane AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 27 0.0 30 0.0 0.176 10.9 LOS B 0.6 16.1 0.72 0.72 0.72 31.0 18 R2 38 14.3 42 14.3 0.176 12.0 LOS B 0.6 16.1 0.72 0.72 0.72 29.8 Approach 65 8.4 72 8.4 0.176 11.5 LOS B 0.6 16.1 0.72 0.72 0.72 30.3 East: RoadName 1 L2 24 0.0 27 0.0 0.204 4.3 LOS A 1.0 24.5 0.12 0.04 0.12 35.5 6 T1 484 0.0 538 0.0 0.204 4.3 LOS A 1.0 24.5 0.12 0.04 0.12 35.6 Approach 508 0.0 564 0.0 0.204 4.3 LOS A 1.0 24.5 0.12 0.04 0.12 35.6 West: RoadName 2 T1 992 0.8 1102 0.8 0.408 6.5 LOS A 2.6 64.8 0.15 0.05 0.15 34.5 12 R2 19 0.0 21 0.0 0.408 6.4 LOS A 2.6 64.8 0.15 0.05 0.15 33.5 Approach 1011 0.8 1123 0.8 0.408 6.5 LOS A 2.6 64.8 0.15 0.05 0.15 34.5 All Vehicles 1584 0.8 1760 0.8 0.408 6.0 LOS A 2.6 64.8 0.17 0.07 0.17 34.6 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Tuesday, October 4, 2022 9:07:25 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 111 [Beacon Light Road / Palmer Lane PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 115 4.8 121 4.8 0.175 6.2 LOS A 0.7 19.0 0.54 0.48 0.54 32.3 18 R2 22 0.0 23 0.0 0.175 6.0 LOS A 0.7 19.0 0.54 0.48 0.54 31.5 Approach 137 4.0 144 4.0 0.175 6.2 LOS A 0.7 19.0 0.54 0.48 0.54 32.2 East: RoadName 1 L2 5 0.0 5 0.0 0.547 9.0 LOS A 4.0 100.9 0.44 0.27 0.44 33.3 6 T1 1303 0.6 1372 0.6 0.547 9.0 LOS A 4.0 100.9 0.44 0.27 0.44 33.2 Approach 1308 0.6 1377 0.6 0.547 9.0 LOS A 4.0 100.9 0.44 0.27 0.44 33.2 West: RoadName 2 T1 442 0.6 465 0.6 0.173 4.0 LOS A 0.8 20.0 0.04 0.01 0.04 35.9 12 R2 19 0.0 20 0.0 0.173 3.9 LOS A 0.8 20.0 0.04 0.01 0.04 34.7 Approach 461 0.6 485 0.6 0.173 4.0 LOS A 0.8 20.0 0.04 0.01 0.04 35.8 All Vehicles 1906 0.8 2006 0.8 0.547 7.6 LOS A 4.0 100.9 0.35 0.22 0.35 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Tuesday, October 4, 2022 9:08:11 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT.sip9 ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End NB SB EB WB (503) 228-5230 5:00 PM 6:00 PM 525 56 318 183 2nd Highest Hour 469 50 253 145 3rd Highest Hour 406 43 238 137 Project 4th Highest Hour 401 43 211 121 Project Name: 5th Highest Hour 356 38 196 113 Analyst: 6th Highest Hour 350 37 181 104 Date: 7th Highest Hour 339 36 178 103 File: 8th Highest Hour 310 33 166 96 9th Highest Hour 294 31 166 96 Intersection: 10th Highest Hour 282 30 163 94 Scenario: 11th Highest Hour 277 30 146 84 12th Highest Hour 277 30 140 80 13th Highest Hour 271 29 113 65 14th Highest Hour 226 24 110 63 15th Highest Hour 220 23 104 60 Warrant Name Analyzed? Met? 16th Highest Hour 158 17 101 58 #1 Eight-Hour Vehicular Volume Yes No 17th Highest Hour 158 17 59 34 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 107 11 59 34 #3 Peak Hour Yes Yes 19th Highest Hour 68 7 24 14 #4 Pedestrian Volume No - 20th Highest Hour 56 6 18 10 #5 School Crossing No - 21st Highest Hour 28 3 12 7 #6 Coordinated Signal System No - 22nd Highest Hour 23 2 3 2 #7 Crash Experience No - 23rd Highest Hour 23 2 3 2 #8 Roadway Network No - 24th Highest Hour 17 2 3 2 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Major East-West Approach = Minor Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 2 No Speed > 40 mph? Yes B 750 75 0 No Population < 10,000? No A 400 120 4 No Warrant Factor 70% B 600 60 0 No Peak Hour or Daily Count? Peak Hour A 350 105 7 No B 525 53 1 No Major Street: 4th-Highest Hour / Peak Hour 76% A 280 84 13 Yes Major Street: 8th-Highest Hour / Peak Hour 59% B 420 42 4 No Minor Street: 4th-Highest Hour / Peak Hour 66% Minor Street: 8th-Highest Hour / Peak Hour 52% Signal Warrant Met? 100% No 80% No 70% No 2045 Total Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 101 - 2045 Total.xls]Data Input 1 - Can Ada Rd & Purple Sage Rd 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End NB SB EB WB (503) 228-5230 7:00 AM 8:00 AM 510 1062 260 0 2nd Highest Hour 510 1062 207 0 3rd Highest Hour 461 960 194 0 Project 4th Highest Hour 442 921 173 0 Project Name: 5th Highest Hour 393 819 160 0 Analyst: 6th Highest Hour 381 793 148 0 Date: 7th Highest Hour 363 755 146 0 File: 8th Highest Hour 350 729 136 0 9th Highest Hour 332 691 136 0 Intersection: 10th Highest Hour 326 678 134 0 Scenario: 11th Highest Hour 313 653 119 0 12th Highest Hour 307 640 114 0 13th Highest Hour 295 614 92 0 14th Highest Hour 264 550 90 0 15th Highest Hour 209 435 85 0 Warrant Name Analyzed? Met? 16th Highest Hour 184 384 83 0 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 141 294 49 0 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 117 243 49 0 #3 Peak Hour Yes Yes 19th Highest Hour 98 205 19 0 #4 Pedestrian Volume No - 20th Highest Hour 55 115 15 0 #5 School Crossing No - 21st Highest Hour 37 77 10 0 #6 Coordinated Signal System No - 22nd Highest Hour 31 64 2 0 #7 Crash Experience No - 23rd Highest Hour 18 38 2 0 #8 Roadway Network No - 24th Highest Hour 18 38 2 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Major East-West Approach = Minor Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 5 No Speed > 40 mph? Yes B 750 75 14 Yes Population < 10,000? No A 400 120 11 Yes Warrant Factor 70% B 600 60 15 Yes Peak Hour or Daily Count? Peak Hour A 350 105 12 Yes B 525 53 16 Yes Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 15 Yes Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 17 Yes Minor Street: 4th-Highest Hour / Peak Hour 66% Minor Street: 8th-Highest Hour / Peak Hour 52% 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 25407 Willow Brook Golf Community CHF 1/13/2023 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 104 - 2045 Total.xls]Data Input 4 - Deep Canyon Drive / SH 16 2045 Total Traffic Conditions Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? Signal Warrant Met? 100% Yes 80% Yes 70% Yes 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End NB SB EB WB (503) 228-5230 5:00 PM 6:00 PM 684 314 0 155 2nd Highest Hour 610 280 0 123 3rd Highest Hour 530 243 0 116 Project 4th Highest Hour 522 240 0 103 Project Name: 5th Highest Hour 463 213 0 96 Analyst: 6th Highest Hour 456 209 0 88 Date: 7th Highest Hour 441 203 0 87 File: 8th Highest Hour 405 186 0 81 9th Highest Hour 382 176 0 81 Intersection: 10th Highest Hour 368 169 0 80 Scenario: 11th Highest Hour 360 165 0 71 12th Highest Hour 360 165 0 68 13th Highest Hour 353 162 0 55 14th Highest Hour 294 135 0 54 15th Highest Hour 287 132 0 51 Warrant Name Analyzed? Met? 16th Highest Hour 206 95 0 49 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 206 95 0 29 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 140 64 0 29 #3 Peak Hour Yes Yes 19th Highest Hour 88 41 0 12 #4 Pedestrian Volume No - 20th Highest Hour 74 34 0 9 #5 School Crossing No - 21st Highest Hour 37 17 0 6 #6 Coordinated Signal System No - 22nd Highest Hour 29 14 0 1 #7 Crash Experience No - 23rd Highest Hour 29 14 0 1 #8 Roadway Network No - 24th Highest Hour 22 10 0 1 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Major East-West Approach = Minor Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 1 No Speed > 40 mph? Yes B 750 75 4 No Population < 10,000? No A 400 120 2 No Warrant Factor 70% B 600 60 7 No Peak Hour or Daily Count? Peak Hour A 350 105 3 No B 525 53 12 Yes Major Street: 4th-Highest Hour / Peak Hour 76% A 280 84 7 No Major Street: 8th-Highest Hour / Peak Hour 59% B 420 42 14 Yes Minor Street: 4th-Highest Hour / Peak Hour 66% Minor Street: 8th-Highest Hour / Peak Hour 52% Signal Warrant Met? 100% No 80% No 70% Yes 2045 Total Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 105 - 2045 Total.xls]Data Input 5 - Can Ada Rd & Lanktree Gulch Rd 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End NB SB EB WB (503) 228-5230 5:00 PM 6:00 PM 440 412 61 240 2nd Highest Hour 435 407 60 237 3rd Highest Hour 396 370 55 216 Project 4th Highest Hour 356 333 49 194 Project Name: 5th Highest Hour 297 278 41 162 Analyst: 6th Highest Hour 292 273 40 159 Date: 7th Highest Hour 277 259 38 151 File: 8th Highest Hour 247 231 34 135 9th Highest Hour 242 227 34 132 Intersection: 10th Highest Hour 237 222 33 129 Scenario: 11th Highest Hour 227 213 32 124 12th Highest Hour 222 208 31 121 13th Highest Hour 218 204 30 119 14th Highest Hour 218 204 30 119 15th Highest Hour 178 167 25 97 Warrant Name Analyzed? Met? 16th Highest Hour 153 144 21 84 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 129 120 18 70 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 99 93 14 54 #3 Peak Hour Yes Yes 19th Highest Hour 89 83 12 49 #4 Pedestrian Volume No - 20th Highest Hour 59 56 8 32 #5 School Crossing No - 21st Highest Hour 30 28 4 16 #6 Coordinated Signal System No - 22nd Highest Hour 25 23 3 13 #7 Crash Experience No - 23rd Highest Hour 15 14 2 8 #8 Roadway Network No - 24th Highest Hour 15 14 2 8 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Major East-West Approach = Minor Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 7 No Speed > 40 mph? Yes B 750 75 3 No Population < 10,000? No A 400 120 12 Yes Warrant Factor 70% B 600 60 4 No Peak Hour or Daily Count? Peak Hour A 350 105 14 Yes B 525 53 7 No Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 16 Yes Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 14 Yes Minor Street: 4th-Highest Hour / Peak Hour 81% Minor Street: 8th-Highest Hour / Peak Hour 56% Signal Warrant Met? 100% No 80% Yes 70% Yes 2045 Total Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 107 - 2045 Total.xls]Data Input 7 - Can Ada Rd & New Hope Rd 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 5:00 PM 6:00 PM 0 289 327 353 2nd Highest Hour 0 286 292 315 3rd Highest Hour 0 260 253 273 Project 4th Highest Hour 0 234 250 269 Project Name: 5th Highest Hour 0 195 222 239 Analyst: 6th Highest Hour 0 192 218 235 Date: 7th Highest Hour 0 182 211 228 File: 8th Highest Hour 0 162 193 209 9th Highest Hour 0 159 183 197 Intersection: 10th Highest Hour 0 156 176 190 Scenario: 11th Highest Hour 0 149 172 186 12th Highest Hour 0 146 172 186 13th Highest Hour 0 143 169 182 14th Highest Hour 0 143 141 152 15th Highest Hour 0 117 137 148 Warrant Name Analyzed? Met? 16th Highest Hour 0 101 98 106 #1 Eight-Hour Vehicular Volume Yes No 17th Highest Hour 0 84 98 106 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 0 65 67 72 #3 Peak Hour Yes Yes 19th Highest Hour 0 58 42 46 #4 Pedestrian Volume No - 20th Highest Hour 0 39 35 38 #5 School Crossing No - 21st Highest Hour 0 19 18 19 #6 Coordinated Signal System No - 22nd Highest Hour 0 16 14 15 #7 Crash Experience No - 23rd Highest Hour 0 10 14 15 #8 Roadway Network No - 24th Highest Hour 0 10 11 11 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 0 No Speed > 40 mph? Yes B 750 75 0 No Population < 10,000? No A 400 120 0 No Warrant Factor 70% B 600 60 0 No Peak Hour or Daily Count? Peak Hour A 350 105 0 No B 525 53 0 No Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 2 No Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 0 No Minor Street: 4th-Highest Hour / Peak Hour 76% Minor Street: 8th-Highest Hour / Peak Hour 59% Signal Warrant Met? 100% No 80% No 70% No 2045 Total Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 115 - 2045 Total.xls]Warrant Summary(70%) 15 - Floating Feather Rd & Pollard Rd 56% No Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- Appendix U Year 2045 Total Traffic (with Select Roadway Improvements) Operation Worksheets ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 101: Can Ada Road & Purple Sage Road/Aerie 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 12.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 44 214 105 89 1 101 23 52 1 33 22 Future Vol, veh/h 18 44 214 105 89 1 101 23 52 1 33 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 4 0 0 0 0 0 Mvmt Flow 20 49 238 117 99 1 112 26 58 1 37 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 380 359 49 474 342 55 61 0 0 84 0 0 Stage 1 51 51 - 279 279 - - - - - - - Stage 2 329 308 - 195 63 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.14 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.236 - - 2.2 - - Pot Cap-1 Maneuver [PHONE REDACTED] [PHONE REDACTED] 1530 - - 1526 - - Stage 1 967 856 - 732 683 - - - - - - - Stage 2 688 664 - 811 846 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver [PHONE REDACTED] [PHONE REDACTED] 1530 - - 1526 - - Mov Cap-2 Maneuver 469 526 - 339 538 - - - - - - - Stage 1 893 855 - 676 630 - - - - - - - Stage 2 535 613 - 587 845 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.8 23.2 4.3 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1530 - - [PHONE REDACTED] - - HCM Lane V/C Ratio 0.073 - - 0.368 0.528 0.001 - - HCM Control Delay 7.5 0 - 11.8 23.2 7.4 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh) 0.2 - - 1.7 3 0 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 102: Aerie & Deep Canyon 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Intersection Int Delay, s/veh 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 34 1 39 15 1 1 28 77 1 14 8 Future Vol, veh/h 18 34 1 39 15 1 1 28 77 1 14 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 20 38 1 43 17 1 1 31 86 1 16 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 18 0 0 39 0 0 195 183 39 241 183 18 Stage 1 - - - - - - 79 79 - 104 104 - Stage 2 - - - - - - 116 104 - 137 79 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1612 - - 1584 - - [PHONE REDACTED] [PHONE REDACTED] Stage 1 - - - - - - 935 833 - 907 813 - Stage 2 - - - - - - 894 813 - 871 833 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1612 - - 1584 - - [PHONE REDACTED] [PHONE REDACTED] Mov Cap-2 Maneuver - - - - - - 727 686 - 616 686 - Stage 1 - - - - - - 923 822 - 895 791 - Stage 2 - - - - - - 846 791 - 759 822 - Approach EB WB NB SB HCM Control Delay, s 2.5 5.2 9.5 9.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 911 1612 - - 1584 - - 779 HCM Lane V/C Ratio 0.129 0.012 - - 0.027 - - 0.033 HCM Control Delay 9.5 7.3 0 - 7.3 0 - 9.8 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.1 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1031 [Aerie Way / SH 16 TT AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 2 4.0 2 4.0 0.074 3.2 LOS A 0.3 7.2 0.06 0.01 0.06 34.1 8 T1 All MCs 1 0.0 1 0.0 0.074 3.0 LOS A 0.3 7.2 0.06 0.01 0.06 35.0 18 R2 All MCs 101 0.0 101 0.0 0.074 3.0 LOS A 0.3 7.2 0.06 0.01 0.06 34.7 Approach 104 0.1 104 0.1 0.074 3.0 LOS A 0.3 7.2 0.06 0.01 0.06 34.7 East: RoadName 1 L2 All MCs 553 0.0 553 0.0 0.209 3.8 LOS A 1.0 24.4 0.04 0.01 0.04 31.5 6 T1 All MCs 22 0.0 22 0.0 0.209 3.7 LOS A 0.9 23.7 0.04 0.00 0.04 32.2 16 R2 All MCs 1 0.0 1 0.0 0.209 3.7 LOS A 0.9 23.7 0.04 0.00 0.04 31.9 Approach 577 0.0 577 0.0 0.209 3.8 LOS A 1.0 24.4 0.04 0.01 0.04 31.5 North: RoadName 7 L2 All MCs 1 0.0 1 0.0 0.004 4.2 LOS A 0.0 0.3 0.47 0.30 0.47 32.9 4 T1 All MCs 1 0.0 1 0.0 0.004 4.2 LOS A 0.0 0.3 0.47 0.30 0.47 33.5 14 R2 All MCs 1 0.0 1 0.0 0.004 4.2 LOS A 0.0 0.3 0.47 0.30 0.47 33.2 Approach 3 0.0 3 0.0 0.004 4.2 LOS A 0.0 0.3 0.47 0.30 0.47 33.2 West: RoadName 5 L2 All MCs 1 0.0 1 0.0 0.063 4.6 LOS A 0.2 5.6 0.48 0.39 0.48 33.4 2 T1 All MCs 9 0.0 9 0.0 0.063 4.6 LOS A 0.2 5.6 0.48 0.39 0.48 34.1 12 R2 All MCs 46 0.0 46 0.0 0.063 4.6 LOS A 0.2 5.6 0.48 0.39 0.48 33.8 Approach 56 0.0 56 0.0 0.063 4.6 LOS A 0.2 5.6 0.48 0.39 0.48 33.9 All Vehicles 740 0.0 740 0.0 0.209 3.7 LOS A 1.0 24.4 0.08 0.04 0.08 32.1 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Thursday, January 12, 2023 11:15:20 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\103.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1032 [Aerie Way / SH 16 TT AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 21 4.0 21 4.0 0.017 3.0 LOS A 0.1 1.6 0.21 0.08 0.21 31.6 18 R2 All MCs 657 0.0 657 0.0 0.392 0.1 LOS A 0.0 0.0 0.00 0.00 0.00 36.6 Approach 678 0.1 678 0.1 0.392 0.2 LOS A 0.1 1.6 0.01 0.00 0.01 36.4 East: RoadName 1 L2 All MCs 62 0.0 62 0.0 0.222 4.1 LOS A 1.1 27.2 0.10 0.03 0.10 33.3 6 T1 All MCs 554 0.0 554 0.0 0.222 4.1 LOS A 1.1 27.2 0.10 0.03 0.10 34.3 Approach 617 0.0 617 0.0 0.222 4.1 LOS A 1.1 27.2 0.10 0.03 0.10 34.2 West: RoadName 2 T1 All MCs 104 0.0 104 0.0 0.085 3.4 LOS A 0.4 9.6 0.18 0.07 0.18 34.9 12 R2 All MCs 6 0.0 6 0.0 0.085 3.4 LOS A 0.4 9.6 0.18 0.07 0.18 34.6 Approach 110 0.0 110 0.0 0.085 3.4 LOS A 0.4 9.6 0.18 0.07 0.18 34.9 All Vehicles 1404 0.1 1404 0.1 0.392 2.2 LOS A 1.1 27.2 0.06 0.02 0.06 35.3 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Thursday, January 12, 2023 11:15:23 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\103.sip9 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic (With Improvements) AM Peak Hour 1034: 01/12/2023 TT_AM 1:20 pm 10/10/2022 11 Report Page 1 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 61 500 610 0 1607 Future Vol, veh/h 0 61 500 610 0 1607 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - 505 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 68 556 678 0 1786 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 278 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 719 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 719 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 10.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBT SBT Capacity (veh/h) - - 719 - HCM Lane V/C Ratio - - 0.094 - HCM Control Delay - - 10.5 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.3 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Intersection Int Delay, s/veh 7.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 149 71 412 1096 4 Future Vol, veh/h 7 149 71 412 1096 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 3 3 100 Mvmt Flow 8 166 79 458 1218 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1836 1220 1222 0 - 0 Stage 1 1220 - - - - - Stage 2 616 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 84 222 578 - - - Stage 1 282 - - - - - Stage 2 543 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 69 222 578 - - - Mov Cap-2 Maneuver 69 - - - - - Stage 1 230 - - - - - Stage 2 543 - - - - - Approach EB NB SB HCM Control Delay, s 79.8 1.8 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 578 - 202 - - HCM Lane V/C Ratio 0.136 - 0.858 - - HCM Control Delay 12.2 0 79.8 - - HCM Lane LOS B A F - - HCM 95th %tile Q(veh) 0.5 - 6.5 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 45 23 162 27 12 338 Future Vol, veh/h 45 23 162 27 12 338 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 50 26 180 30 13 376 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 597 195 0 0 210 0 Stage 1 195 - - - - - Stage 2 402 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 469 851 - - 1373 - Stage 1 843 - - - - - Stage 2 680 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 463 851 - - 1373 - Mov Cap-2 Maneuver 463 - - - - - Stage 1 843 - - - - - Stage 2 672 - - - - - Approach WB NB SB HCM Control Delay, s 12.6 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 547 1373 - HCM Lane V/C Ratio - - 0.138 0.01 - HCM Control Delay - - 12.6 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.5 0 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 106: Wing Road & Lanktreee Gulch Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Intersection Int Delay, s/veh 3.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 28 77 38 29 39 23 Future Vol, veh/h 28 77 38 29 39 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 31 86 42 32 43 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 117 0 190 74 Stage 1 - - - - 74 - Stage 2 - - - - 116 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1484 - 804 993 Stage 1 - - - - 954 - Stage 2 - - - - 914 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1484 - 781 993 Mov Cap-2 Maneuver - - - - 781 - Stage 1 - - - - 954 - Stage 2 - - - - 887 - Approach EB WB NB HCM Control Delay, s 0 4.3 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 848 - - 1484 - HCM Lane V/C Ratio 0.081 - - 0.028 - HCM Control Delay 9.6 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.3 - - 0.1 - ---PAGE BREAK--- HCM 6th AWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 107: Can Ada Road & New Hope Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 6 Intersection Intersection Delay, s/veh 12.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 58 13 56 16 6 7 144 54 105 298 29 Future Vol, veh/h 16 58 13 56 16 6 7 144 54 105 298 29 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 4 0 46 20 0 23 0 0 0 0 0 Mvmt Flow 17 61 14 59 17 6 7 152 57 111 314 31 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.7 10.8 10.7 14.5 HCM LOS A B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 18% 72% 24% Vol Thru, % 70% 67% 21% 69% Vol Right, % 26% 15% 8% 7% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 205 87 78 432 LT Vol 7 16 56 105 Through Vol 144 58 16 298 RT Vol 54 13 6 29 Lane Flow Rate 216 92 82 455 Geometry Grp 1 1 1 1 Degree of Util 0.317 0.145 0.151 0.593 Departure Headway (Hd) 5.29 5.699 6.638 4.694 Convergence, Y/N Yes Yes Yes Yes Cap 684 632 543 759 Service Time 3.29 3.713 4.653 2.785 HCM Lane V/C Ratio 0.316 0.146 0.151 0.599 HCM Control Delay 10.7 9.7 10.8 14.5 HCM Lane LOS B A B B HCM 95th-tile Q 1.4 0.5 0.5 4 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 108: Wing Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 7 Intersection Int Delay, s/veh 5.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 52 268 107 56 118 95 Future Vol, veh/h 52 268 107 56 118 95 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 3 8 0 3 0 Mvmt Flow 58 298 119 62 131 106 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 181 0 - 0 564 150 Stage 1 - - - - 150 - Stage 2 - - - - 414 - Critical Hdwy 4.1 - - - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.3 Pot Cap-1 Maneuver 1407 - - - 485 902 Stage 1 - - - - 875 - Stage 2 - - - - 665 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1407 - - - 465 902 Mov Cap-2 Maneuver - - - - 465 - Stage 1 - - - - 839 - Stage 2 - - - - 665 - Approach EB WB SB HCM Control Delay, s 1.2 0 15 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1407 - - - 593 HCM Lane V/C Ratio 0.041 - - - 0.399 HCM Control Delay 7.7 - - - 15 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.1 - - - 1.9 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 8 Intersection Int Delay, s/veh 17.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 432 11 40 148 78 11 48 140 113 39 26 Future Vol, veh/h 3 432 11 40 148 78 11 48 140 113 39 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 100 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 3 0 7 8 0 0 0 3 0 0 0 Mvmt Flow 3 480 12 44 164 87 12 53 156 126 43 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 251 0 0 492 0 0 824 831 486 849 750 164 Stage 1 - - - - - - 492 492 - 252 252 - Stage 2 - - - - - - 332 339 - 597 498 - Critical Hdwy 4.1 - - 4.17 - - 7.1 6.5 6.23 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.263 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 1326 - - 1046 - - 294 307 579 283 342 886 Stage 1 - - - - - - 562 551 - 757 702 - Stage 2 - - - - - - 686 643 - 493 548 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1326 - - 1046 - - 245 291 579 171 324 886 Mov Cap-2 Maneuver - - - - - - 245 291 - 171 324 - Stage 1 - - - - - - 560 549 - 755 668 - Stage 2 - - - - - - 590 611 - 325 546 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.3 21.1 83.1 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 441 1326 - - 1046 - - 220 HCM Lane V/C Ratio 0.501 0.003 - - 0.042 - - 0.899 HCM Control Delay 21.1 7.7 0 - 8.6 0 - 83.1 HCM Lane LOS C A A - A A - F HCM 95th %tile Q(veh) 2.7 0 - - 0.1 - - 7.3 ---PAGE BREAK--- Queues 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 289 277 149 101 119 98 439 [PHONE REDACTED] 7 v/c Ratio 0.09 1.01 0.64 1.10 0.36 0.25 0.93 0.51 0.24 0.59 1.14 0.01 Control Delay 43.7 117.9 20.2 152.8 57.5 1.2 103.3 30.4 3.1 16.9 109.8 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.7 117.9 20.2 152.8 57.5 1.2 103.3 30.4 3.1 16.9 109.8 0.0 Queue Length 50th (ft) 17 ~292 45 ~139 89 0 46 294 0 118 ~1235 0 Queue Length 95th (ft) 43 #488 147 #259 153 0 #174 415 40 168 #1499 0 Internal Link Dist (ft) 2558 3836 5106 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 256 285 433 135 282 483 105 857 839 527 946 902 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 1.01 0.64 1.10 0.36 0.25 0.93 0.51 0.24 0.56 1.14 0.01 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 260 249 134 91 107 88 395 180 264 974 6 Future Volume (vph) 21 260 249 134 91 107 88 395 180 264 974 6 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 1485 1710 1800 1530 1693 1731 1530 Flt Permitted 0.69 1.00 1.00 0.18 1.00 1.00 0.06 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm) 1245 1782 1530 318 1374 1485 101 1800 1530 610 1731 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 23 289 277 149 101 119 98 439 [PHONE REDACTED] 7 RTOR Reduction (vph) 0 0 186 0 0 95 0 0 106 0 0 3 Lane Group Flow (vph) 23 289 91 149 101 24 98 439 94 293 1082 4 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 29.8 26.8 26.8 37.8 30.8 30.8 76.5 71.5 71.5 96.0 82.0 82.0 Effective Green, g 29.8 26.8 26.8 37.8 30.8 30.8 76.5 71.5 71.5 96.0 82.0 82.0 Actuated g/C Ratio 0.20 0.18 0.18 0.25 0.20 0.20 0.50 0.47 0.47 0.63 0.54 0.54 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 251 312 268 139 276 299 103 842 715 493 928 821 v/s Ratio Prot 0.00 0.16 0.06 c0.05 0.07 0.02 0.03 0.24 0.06 c0.06 c0.63 0.00 v/s Ratio Perm 0.02 c0.22 0.45 0.31 v/c Ratio 0.09 0.93 0.34 1.07 0.37 0.08 0.95 0.52 0.13 0.59 1.17 0.00 Uniform Delay, d1 50.2 62.0 55.3 55.6 52.6 49.5 36.0 28.6 23.0 16.1 35.4 16.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 32.1 0.8 96.9 0.8 0.1 72.3 1.1 0.2 1.3 86.4 0.0 Delay 50.2 94.1 56.0 152.4 53.4 49.6 108.3 29.7 23.2 17.4 121.8 16.4 Level of Service D F E F D D F C C B F B Approach Delay 74.5 92.2 38.4 99.2 Approach LOS E F D F Intersection Summary HCM 2000 Control Delay 79.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.18 Actuated Cycle Length 152.8 Sum of lost time 32.0 Intersection Capacity Utilization 108.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 260 249 134 91 107 88 395 180 264 974 6 Future Volume (veh/h) 21 260 249 134 91 107 88 395 180 264 974 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 23 289 277 149 101 119 98 439 [PHONE REDACTED] 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 226 286 244 126 254 277 105 865 733 466 953 834 Arrive On Green 0.02 0.16 0.16 0.05 0.19 0.19 0.03 0.48 0.48 0.10 0.55 0.55 Sat Flow, veh/h 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Grp Volume(v), veh/h 23 289 277 149 101 119 98 439 [PHONE REDACTED] 7 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1490 1714 1800 1525 1701 1744 1525 Q Serve(g_s), s 1.7 24.0 24.0 7.0 9.8 10.6 4.4 25.1 11.8 12.7 82.0 0.3 Cycle Q Clear(g_c), s 1.7 24.0 24.0 7.0 9.8 10.6 4.4 25.1 11.8 12.7 82.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 226 286 244 126 254 277 105 865 733 466 953 834 V/C Ratio(X) 0.10 1.01 1.13 1.19 0.40 0.43 0.93 0.51 0.27 0.63 1.14 0.01 Avail Cap(c_a), veh/h 248 286 244 126 254 277 105 865 733 513 953 834 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 51.2 63.0 63.0 58.0 53.7 54.0 36.1 26.7 23.3 18.9 34.0 15.5 Incr Delay (d2), s/veh 0.1 56.2 98.8 139.3 1.0 1.1 65.4 1.0 0.4 1.4 73.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 15.4 16.0 6.5 3.5 4.1 3.7 11.1 4.4 5.1 53.2 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 51.2 119.2 161.8 197.3 54.7 55.0 101.6 27.8 23.7 20.2 107.8 15.5 LOS D F F F D E F C C C F B Approach Vol, veh/h 589 [PHONE REDACTED] Approach Delay, s/veh 136.6 112.4 36.5 88.8 Approach LOS F F D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.1 34.9 14.0 91.0 14.0 31.0 23.9 81.1 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 26.0 5.0 82.0 7.0 24.0 19.0 68.0 Max Q Clear Time (g_c+I1), s 3.7 12.6 6.4 84.0 9.0 26.0 14.7 27.1 Green Ext Time s 0.0 0.7 0.0 0.0 0.0 0.0 0.2 8.3 Intersection Summary HCM 6th Ctrl Delay 88.2 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 12 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 992 19 24 484 27 38 Future Vol, veh/h 992 19 24 484 27 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 0 0 0 0 14 Mvmt Flow 1102 21 27 538 30 42 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1123 0 1705 1113 Stage 1 - - - - 1113 - Stage 2 - - - - 592 - Critical Hdwy - - 4.1 - 6.4 6.34 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.426 Pot Cap-1 Maneuver - - 629 - 102 240 Stage 1 - - - - 317 - Stage 2 - - - - 557 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 629 - 96 240 Mov Cap-2 Maneuver - - - - 96 - Stage 1 - - - - 317 - Stage 2 - - - - 523 - Approach EB WB NB HCM Control Delay, s 0 0.5 50.6 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 148 - - 629 - HCM Lane V/C Ratio 0.488 - - 0.042 - HCM Control Delay 50.6 - - 11 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 2.3 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 112: Can Ada Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 13 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 18 2 206 41 35 415 Future Vol, veh/h 18 2 206 41 35 415 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 20 2 229 46 39 461 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 791 252 0 0 275 0 Stage 1 252 - - - - - Stage 2 539 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 361 792 - - 1300 - Stage 1 795 - - - - - Stage 2 589 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 347 792 - - 1300 - Mov Cap-2 Maneuver 347 - - - - - Stage 1 795 - - - - - Stage 2 565 - - - - - Approach WB NB SB HCM Control Delay, s 15.4 0 0.6 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 368 1300 - HCM Lane V/C Ratio - - 0.06 0.03 - HCM Control Delay - - 15.4 7.9 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.2 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 14 Intersection Int Delay, s/veh 14.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 185 222 350 75 101 164 Future Vol, veh/h 185 222 350 75 101 164 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 1 4 0 3 2 Mvmt Flow 206 247 389 83 112 182 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 453 0 1191 330 Stage 1 - - - - 330 - Stage 2 - - - - 861 - Critical Hdwy - - 4.14 - 6.43 6.22 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.236 - 3.527 3.318 Pot Cap-1 Maneuver - - 1097 - 206 712 Stage 1 - - - - 726 - Stage 2 - - - - 412 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1097 - 133 712 Mov Cap-2 Maneuver - - - - 133 - Stage 1 - - - - 726 - Stage 2 - - - - 266 - Approach EB WB NB HCM Control Delay, s 0 8.3 47 HCM LOS E Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 133 712 - - 1097 - HCM Lane V/C Ratio 0.844 0.256 - - 0.355 - HCM Control Delay 104.2 11.8 - - 10.1 - HCM Lane LOS F B - - B - HCM 95th %tile Q(veh) 5.3 1 - - 1.6 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 15 Intersection Int Delay, s/veh 3.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 198 334 40 91 96 62 Future Vol, veh/h 198 334 40 91 96 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 3 0 7 6 3 0 Mvmt Flow 213 359 43 98 103 67 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 572 0 577 393 Stage 1 - - - - 393 - Stage 2 - - - - 184 - Critical Hdwy - - 4.17 - 6.43 6.2 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.263 - 3.527 3.3 Pot Cap-1 Maneuver - - 976 - 477 660 Stage 1 - - - - 680 - Stage 2 - - - - 845 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 976 - 455 660 Mov Cap-2 Maneuver - - - - 455 - Stage 1 - - - - 680 - Stage 2 - - - - 805 - Approach EB WB NB HCM Control Delay, s 0 2.7 15.3 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 518 - - 976 - HCM Lane V/C Ratio 0.328 - - 0.044 - HCM Control Delay 15.3 - - 8.9 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.4 - - 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 115: Floating Feather Road & Pollard Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 16 Intersection Int Delay, s/veh 9.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 227 188 91 78 114 127 Future Vol, veh/h 227 188 91 78 114 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 4 4 0 Mvmt Flow 241 200 97 83 121 135 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 180 0 - 0 821 139 Stage 1 - - - - 139 - Stage 2 - - - - 682 - Critical Hdwy 4.1 - - - 6.44 6.2 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy 2.2 - - - 3.536 3.3 Pot Cap-1 Maneuver 1408 - - - 341 915 Stage 1 - - - - 883 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1408 - - - 275 915 Mov Cap-2 Maneuver - - - - 275 - Stage 1 - - - - 713 - Stage 2 - - - - 498 - Approach EB WB SB HCM Control Delay, s 4.4 0 24.4 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1408 - - - 436 HCM Lane V/C Ratio 0.172 - - - 0.588 HCM Control Delay 8.1 0 - - 24.4 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.6 - - - 3.7 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 116: Palmer Lane & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 17 Intersection Int Delay, s/veh 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 278 415 93 98 5 Future Vol, veh/h 8 278 415 93 98 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 33 8 3 0 6 0 Mvmt Flow 9 309 461 103 109 6 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1137 112 115 0 - 0 Stage 1 112 - - - - - Stage 2 1025 - - - - - Critical Hdwy 6.73 6.28 4.13 - - - Critical Hdwy Stg 1 5.73 - - - - - Critical Hdwy Stg 2 5.73 - - - - - Follow-up Hdwy 3.797 3.372 2.227 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 841 - - - - - Stage 2 303 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 129 - - - - - Stage 1 561 - - - - - Stage 2 303 - - - - - Approach EB NB SB HCM Control Delay, s 12.6 7 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1468 - 789 - - HCM Lane V/C Ratio 0.314 - 0.403 - - HCM Control Delay 8.6 0 12.6 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 1.4 - 2 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 18 Intersection Int Delay, s/veh 493.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 104 1091 456 135 269 148 Future Vol, veh/h 104 1091 456 135 269 148 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 29 3 4 3 0 13 Mvmt Flow 111 1161 485 144 286 157 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 629 0 - 0 1940 557 Stage 1 - - - - 557 - Stage 2 - - - - 1383 - Critical Hdwy 4.39 - - - 6.4 6.33 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.461 - - - 3.5 3.417 Pot Cap-1 Maneuver 836 - - - ~ 73 509 Stage 1 - - - - 578 - Stage 2 - - - - ~ 235 - Platoon blocked, % - - - Mov Cap-1 Maneuver 836 - - - ~ 46 509 Mov Cap-2 Maneuver - - - - ~ 46 - Stage 1 - - - - 362 - Stage 2 - - - - ~ 235 - Approach EB WB SB HCM Control Delay, s 0.9 0 $ 2604.7 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 836 - - - 68 HCM Lane V/C Ratio 0.132 - - - 6.524 HCM Control Delay 10 0 - 2604.7 HCM Lane LOS A A - - F HCM 95th %tile Q(veh) 0.5 - - - 50.3 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 81 776 425 171 461 91 301 179 163 193 446 v/c Ratio 0.25 1.05 0.59 1.25 0.61 0.12 1.19 0.42 0.35 0.49 1.21 Control Delay 18.1 85.4 24.3 187.4 33.6 2.0 152.3 48.3 9.5 36.5 162.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.1 85.4 24.3 187.4 33.6 2.0 152.3 48.3 9.5 36.5 162.1 Queue Length 50th (ft) 35 ~767 205 ~148 314 0 ~282 139 6 122 ~491 Queue Length 95th (ft) 63 #1015 317 #303 434 19 #474 215 65 187 #710 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 332 739 724 137 752 753 254 423 463 398 369 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 1.05 0.59 1.25 0.61 0.12 1.19 0.42 0.35 0.48 1.21 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 737 404 162 438 86 286 170 155 183 359 65 Future Volume (vph) 77 737 404 162 438 86 286 170 155 183 359 65 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1644 1698 1500 1583 1667 1530 1676 1714 1404 1710 1703 Flt Permitted 0.35 1.00 1.00 0.06 1.00 1.00 0.12 1.00 1.00 0.62 1.00 Satd. Flow (perm) 602 1698 1500 106 1667 1530 204 1714 1404 1120 1703 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 81 776 425 171 461 91 301 179 163 193 378 68 RTOR Reduction (vph) 0 0 71 0 0 50 0 0 117 0 5 0 Lane Group Flow (vph) 81 776 354 171 461 41 301 179 46 193 441 0 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Perm pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 7 4 Permitted Phases 6 2 8 8 4 Actuated Green, G 66.9 61.0 61.0 71.1 63.1 63.1 51.6 34.6 34.6 42.4 30.0 Effective Green, g 66.9 61.0 61.0 71.1 63.1 63.1 51.6 34.6 34.6 42.4 30.0 Actuated g/C Ratio 0.48 0.44 0.44 0.51 0.45 0.45 0.37 0.25 0.25 0.30 0.21 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 331 739 653 138 751 689 253 423 346 391 364 v/s Ratio Prot 0.01 0.46 0.24 c0.07 0.28 0.03 c0.14 0.10 0.04 0.26 v/s Ratio Perm 0.11 c0.56 c0.29 0.03 0.11 v/c Ratio 0.24 1.05 0.54 1.24 0.61 0.06 1.19 0.42 0.13 0.49 1.21 Uniform Delay, d1 21.4 39.5 29.2 39.6 29.2 21.7 41.8 44.3 41.0 38.4 55.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 47.0 3.2 154.6 1.3 0.0 117.7 0.2 0.1 0.4 118.3 Delay 21.5 86.5 32.4 194.3 30.5 21.7 159.5 44.6 41.1 38.7 173.3 Level of Service C F C F C C F D D D F Approach Delay 64.5 68.1 97.5 132.7 Approach LOS E E F F Intersection Summary HCM 2000 Control Delay 85.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.27 Actuated Cycle Length 140.0 Sum of lost time 24.0 Intersection Capacity Utilization 111.3% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 737 404 162 438 86 286 170 155 183 359 65 Future Volume (veh/h) 77 737 404 162 438 86 286 170 155 183 359 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 81 776 425 171 461 91 301 179 163 193 378 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 326 748 654 143 765 692 256 420 344 375 311 56 Arrive On Green 0.04 0.44 0.44 0.06 0.45 0.45 0.12 0.24 0.24 0.09 0.21 0.21 Sat Flow, veh/h 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 1450 261 Grp Volume(v), veh/h 81 776 425 171 461 91 301 179 163 193 0 446 Grp Sat Flow(s),veh/h/ln 1661 1716 1502 1607 1688 1525 1688 1730 1418 1714 0 1711 Q Serve(g_s), s 3.8 61.0 31.2 8.0 28.8 4.9 17.0 12.2 13.8 12.3 0.0 30.0 Cycle Q Clear(g_c), s 3.8 61.0 31.2 8.0 28.8 4.9 17.0 12.2 13.8 12.3 0.0 30.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15 Lane Grp Cap(c), veh/h 326 748 654 143 765 692 256 420 344 375 0 367 V/C Ratio(X) 0.25 1.04 0.65 1.19 0.60 0.13 1.17 0.43 0.47 0.52 0.00 1.22 Avail Cap(c_a), veh/h 332 748 654 143 765 692 256 420 344 375 0 367 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 23.0 39.5 31.1 39.1 28.8 22.2 41.1 44.8 45.3 38.2 0.0 55.0 Incr Delay (d2), s/veh 0.1 43.2 4.9 136.5 1.2 0.1 111.6 0.3 0.4 0.6 0.0 119.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 34.2 12.2 8.1 11.9 1.8 15.0 5.3 4.9 5.3 0.0 25.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 23.1 82.7 36.0 175.6 29.9 22.3 152.8 45.0 45.7 38.7 0.0 174.8 LOS C F D F C C F D D D A F Approach Vol, veh/h 1282 723 643 639 Approach Delay, s/veh 63.4 63.4 95.6 133.7 Approach LOS E E F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.5 69.5 23.0 36.0 14.0 67.0 19.0 40.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 63.0 17.0 30.0 8.0 61.0 13.0 34.0 Max Q Clear Time (g_c+I1), s 5.8 30.8 19.0 32.0 10.0 63.0 14.3 15.8 Green Ext Time s 0.0 2.8 0.0 0.0 0.0 0.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 83.4 HCM 6th LOS F ---PAGE BREAK--- Queues 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 31 1086 35 60 604 119 47 13 86 652 v/c Ratio 0.10 1.27 0.05 0.44 0.67 0.15 0.11 0.02 0.14 1.36 Control Delay 14.6 165.1 1.8 28.1 31.8 11.0 33.9 32.2 6.8 212.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 165.1 1.8 28.1 31.8 11.0 33.9 32.2 6.8 212.4 Queue Length 50th (ft) 13 ~1335 0 25 443 31 31 8 0 ~836 Queue Length 95th (ft) 28 #1630 9 59 602 69 64 25 39 #1099 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 345 853 740 159 900 801 428 643 602 479 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 1.27 0.05 0.38 0.67 0.15 0.11 0.02 0.14 1.36 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 1032 33 57 574 113 45 12 82 500 40 80 Future Volume (vph) 29 1032 33 57 574 113 45 12 82 500 40 80 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 1710 1748 1457 1660 1748 1500 1710 1800 1530 1687 Flt Permitted 0.27 1.00 1.00 0.05 1.00 1.00 0.67 1.00 1.00 0.76 Satd. Flow (perm) 480 1748 1457 93 1748 1500 1199 1800 1530 1331 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 1086 35 60 604 119 47 13 86 526 42 84 RTOR Reduction (vph) 0 0 18 0 0 29 0 0 56 0 3 0 Lane Group Flow (vph) 31 1086 17 60 604 90 47 13 30 0 649 0 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 76.3 72.3 72.3 81.9 75.1 75.1 52.1 52.1 52.1 52.1 Effective Green, g 76.3 72.3 72.3 81.9 75.1 75.1 52.1 52.1 52.1 52.1 Actuated g/C Ratio 0.51 0.49 0.49 0.55 0.51 0.51 0.35 0.35 0.35 0.35 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 280 852 710 123 885 760 421 632 537 467 v/s Ratio Prot 0.00 c0.62 c0.02 c0.35 0.01 v/s Ratio Perm 0.05 0.01 0.25 0.06 0.04 0.02 c0.49 v/c Ratio 0.11 1.27 0.02 0.49 0.68 0.12 0.11 0.02 0.06 1.39 Uniform Delay, d1 20.5 37.9 19.7 33.0 27.6 19.2 32.4 31.4 31.8 48.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 132.7 0.0 2.2 2.4 0.1 0.1 0.0 0.0 188.0 Delay 20.7 170.7 19.7 35.3 29.9 19.3 32.5 31.4 31.8 236.0 Level of Service C F B D C B C C C F Approach Delay 162.0 28.7 32.0 236.0 Approach LOS F C C F Intersection Summary HCM 2000 Control Delay 134.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.28 Actuated Cycle Length 148.2 Sum of lost time 17.0 Intersection Capacity Utilization 112.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions (With Improvements) AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 1032 33 57 574 113 45 12 82 500 40 80 Future Volume (veh/h) 29 1032 33 57 574 113 45 12 82 500 40 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 31 1086 35 60 604 119 47 13 86 526 42 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 267 863 720 103 875 748 572 648 549 436 31 62 Arrive On Green 0.02 0.49 0.49 0.03 0.50 0.50 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 1714 1758 1466 1674 1758 1502 1285 1800 1525 1086 87 173 Grp Volume(v), veh/h 31 1086 35 60 604 119 47 13 86 652 0 0 Grp Sat Flow(s),veh/h/ln 1714 1758 1466 1674 1758 1502 1285 1800 1525 1347 0 0 Q Serve(g_s), s 1.3 71.0 1.8 2.6 38.0 6.2 0.0 0.7 5.5 51.3 0.0 0.0 Cycle Q Clear(g_c), s 1.3 71.0 1.8 2.6 38.0 6.2 3.1 0.7 5.5 52.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.13 Lane Grp Cap(c), veh/h 267 863 720 103 875 748 572 648 549 529 0 0 V/C Ratio(X) 0.12 1.26 0.05 0.59 0.69 0.16 0.08 0.02 0.16 1.23 0.00 0.00 Avail Cap(c_a), veh/h 343 863 720 166 875 748 572 648 549 529 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 22.2 36.8 19.2 34.5 27.7 19.8 30.6 29.8 31.4 48.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 125.4 0.0 3.9 2.6 0.1 0.0 0.0 0.1 119.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 59.9 0.6 1.1 16.5 2.3 1.1 0.3 2.1 37.4 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 22.3 162.2 19.2 38.4 30.3 19.9 30.7 29.9 31.5 168.7 0.0 0.0 LOS C F B D C B C C C F A A Approach Vol, veh/h 1152 783 146 652 Approach Delay, s/veh 154.1 29.3 31.1 168.7 Approach LOS F C C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.6 78.0 57.0 10.6 77.0 57.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 10.0 71.0 52.0 10.0 71.0 52.0 Max Q Clear Time (g_c+I1), s 3.3 40.0 7.5 4.6 73.0 54.0 Green Ext Time s 0.0 7.4 0.4 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 115.3 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 101: Can Ada Road & Purple Sage Road/Aerie 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 78.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 111 176 87 74 1 281 66 131 1 25 25 Future Vol, veh/h 38 111 176 87 74 1 281 66 131 1 25 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 2 0 0 0 1 0 0 0 0 0 Mvmt Flow 42 123 196 97 82 1 312 73 146 1 28 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 856 887 42 974 828 146 56 0 0 219 0 0 Stage 1 44 44 - 770 770 - - - - - - - Stage 2 812 843 - 204 58 - - - - - - - Critical Hdwy 7.1 6.5 6.22 7.1 6.5 6.2 4.11 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.318 3.5 4 3.3 2.209 - - 2.2 - - Pot Cap-1 Maneuver [PHONE REDACTED] 233 [PHONE REDACTED] - - 1362 - - Stage 1 975 862 - 396 413 - - - - - - - Stage 2 376 382 - 803 851 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver [PHONE REDACTED] ~ 87 [PHONE REDACTED] - - 1362 - - Mov Cap-2 Maneuver 170 218 - ~ 87 237 - - - - - - - Stage 1 748 861 - 304 317 - - - - - - - Stage 2 213 293 - 557 850 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 82.9 $ 312.2 4.6 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1555 - - [PHONE REDACTED] - - HCM Lane V/C Ratio 0.201 - - 1.003 1.463 0.001 - - HCM Control Delay 7.9 0 - 82.9$ 312.2 7.6 0 - HCM Lane LOS A A - F F A A - HCM 95th %tile Q(veh) 0.8 - - 11.7 12.5 0 - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 102: Aerie & Deep Canyon 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Intersection Int Delay, s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 26 1 97 43 1 1 24 65 1 36 23 Future Vol, veh/h 14 26 1 97 43 1 1 24 65 1 36 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 16 29 1 108 48 1 1 27 72 1 40 26 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 49 0 0 30 0 0 360 327 30 376 327 49 Stage 1 - - - - - - 62 62 - 265 265 - Stage 2 - - - - - - 298 265 - 111 62 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1571 - - 1596 - - [PHONE REDACTED] [PHONE REDACTED] Stage 1 - - - - - - 954 847 - 745 693 - Stage 2 - - - - - - 715 693 - 899 847 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1571 - - 1596 - - [PHONE REDACTED] [PHONE REDACTED] Mov Cap-2 Maneuver - - - - - - 518 548 - 493 548 - Stage 1 - - - - - - 944 839 - 738 644 - Stage 2 - - - - - - 608 644 - 802 839 - Approach EB WB NB SB HCM Control Delay, s 2.5 5.1 9.9 11 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 836 1571 - - 1596 - - 665 HCM Lane V/C Ratio 0.12 0.01 - - 0.068 - - 0.1 HCM Control Delay 9.9 7.3 0 - 7.4 0 - 11 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.4 0 - - 0.2 - - 0.3 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1031 [Aerie Way / SH 16 TT PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 4 4.0 4 4.0 0.120 3.5 LOS A 0.5 12.2 0.05 0.01 0.05 33.9 8 T1 All MCs 1 0.0 1 0.0 0.120 3.2 LOS A 0.5 12.2 0.05 0.01 0.05 34.8 18 R2 All MCs 163 0.0 163 0.0 0.120 3.2 LOS A 0.5 12.2 0.05 0.01 0.05 34.5 Approach 169 0.1 169 0.1 0.120 3.2 LOS A 0.5 12.2 0.05 0.01 0.05 34.5 East: RoadName 1 L2 All MCs 163 0.0 163 0.0 0.097 3.2 LOS A 0.4 9.9 0.04 0.01 0.04 32.0 6 T1 All MCs 102 0.0 102 0.0 0.097 3.1 LOS A 0.4 9.6 0.04 0.01 0.04 34.4 16 R2 All MCs 1 0.0 1 0.0 0.097 3.1 LOS A 0.4 9.6 0.04 0.01 0.04 34.0 Approach 267 0.0 267 0.0 0.097 3.2 LOS A 0.4 9.9 0.04 0.01 0.04 32.9 North: RoadName 7 L2 All MCs 1 0.0 1 0.0 0.003 3.2 LOS A 0.0 0.3 0.32 0.15 0.32 33.3 4 T1 All MCs 1 0.0 1 0.0 0.003 3.2 LOS A 0.0 0.3 0.32 0.15 0.32 34.0 14 R2 All MCs 1 0.0 1 0.0 0.003 3.2 LOS A 0.0 0.3 0.32 0.15 0.32 33.7 Approach 3 0.0 3 0.0 0.003 3.2 LOS A 0.0 0.3 0.32 0.15 0.32 33.7 West: RoadName 5 L2 All MCs 1 0.0 1 0.0 0.054 3.3 LOS A 0.2 5.0 0.26 0.14 0.26 34.1 2 T1 All MCs 6 0.0 6 0.0 0.054 3.3 LOS A 0.2 5.0 0.26 0.14 0.26 34.8 12 R2 All MCs 60 0.0 60 0.0 0.054 3.3 LOS A 0.2 5.0 0.26 0.14 0.26 34.5 Approach 67 0.0 67 0.0 0.054 3.3 LOS A 0.2 5.0 0.26 0.14 0.26 34.5 All Vehicles 506 0.0 506 0.0 0.120 3.2 LOS A 0.5 12.2 0.08 0.03 0.08 33.6 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Thursday, January 12, 2023 11:15:27 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\103.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1032 [Aerie Way / SH 16 TT PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 99 4.0 99 4.0 0.085 3.8 LOS A 0.3 8.5 0.28 0.15 0.28 31.3 18 R2 All MCs 1017 0.0 1017 0.0 0.607 0.3 LOS A 0.0 0.0 0.00 0.00 0.00 36.4 Approach 1116 0.4 1116 0.4 0.607 0.6 LOS A 0.3 8.5 0.03 0.01 0.03 35.8 East: RoadName 1 L2 All MCs 252 0.0 252 0.0 0.195 4.4 LOS A 0.9 22.6 0.25 0.11 0.25 31.2 6 T1 All MCs 167 0.0 167 0.0 0.129 3.8 LOS A 0.6 13.9 0.23 0.10 0.23 34.7 Approach 419 0.0 419 0.0 0.195 4.1 LOS A 0.9 22.6 0.24 0.11 0.24 32.5 West: RoadName 2 T1 All MCs 166 0.0 166 0.0 0.158 4.8 LOS A 0.7 18.2 0.41 0.26 0.41 34.2 12 R2 All MCs 3 0.0 3 0.0 0.158 4.8 LOS A 0.7 18.2 0.41 0.26 0.41 33.9 Approach 169 0.0 169 0.0 0.158 4.8 LOS A 0.7 18.2 0.41 0.26 0.41 34.2 All Vehicles 1703 0.2 1703 0.2 0.607 1.9 LOS A 0.9 22.6 0.12 0.06 0.12 34.8 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Thursday, January 12, 2023 11:15:35 AM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\103.sip9 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic (With Improvements) PM Peak Hour 1034: 01/12/2023 TT_PM 1:20 pm 10/10/2022 11 Report Page 1 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 230 1250 1004 0 1426 Future Vol, veh/h 0 230 1250 1004 0 1426 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - 505 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 256 1389 1116 0 1584 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 695 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 385 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 385 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 31 0 0 HCM LOS D Minor Lane/Major Mvmt NBT SBT Capacity (veh/h) - - 385 - HCM Lane V/C Ratio - - 0.664 - HCM Control Delay - - 31 - HCM Lane LOS - - D - HCM 95th %tile Q(veh) - - 4.6 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 104: SH 16 & Deep Canyon Drive 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 [PHONE REDACTED] 634 8 Future Vol, veh/h 5 [PHONE REDACTED] 634 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 0 2 2 2 0 Mvmt Flow 5 [PHONE REDACTED] 697 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2615 702 706 0 - 0 Stage 1 702 - - - - - Stage 2 1913 - - - - - Critical Hdwy 6.4 6.2 4.12 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.218 - - - Pot Cap-1 Maneuver 27 442 892 - - - Stage 1 495 - - - - - Stage 2 129 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 0 442 892 - - - Mov Cap-2 Maneuver 0 - - - - - Stage 1 0 - - - - - Stage 2 129 - - - - - Approach EB NB SB HCM Control Delay, s 16.8 1.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 892 - 442 - - HCM Lane V/C Ratio 0.232 - 0.311 - - HCM Control Delay 10.2 0 16.8 - - HCM Lane LOS B A C - - HCM 95th %tile Q(veh) 0.9 - 1.3 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 105: Can Ada Road & Lanktreee Gulch Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 45 28 479 73 28 249 Future Vol, veh/h 45 28 479 73 28 249 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 1 6 0 0 Mvmt Flow 50 31 532 81 31 277 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 912 573 0 0 613 0 Stage 1 573 - - - - - Stage 2 339 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 307 523 - - 976 - Stage 1 568 - - - - - Stage 2 726 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 295 523 - - 976 - Mov Cap-2 Maneuver 295 - - - - - Stage 1 568 - - - - - Stage 2 698 - - - - - Approach WB NB SB HCM Control Delay, s 18.2 0 0.9 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 354 976 - HCM Lane V/C Ratio - - 0.229 0.032 - HCM Control Delay - - 18.2 8.8 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.9 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 106: Wing Road & Lanktreee Gulch Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Intersection Int Delay, s/veh 5.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 73 67 44 61 96 61 Future Vol, veh/h 73 67 44 61 96 61 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 81 74 49 68 107 68 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 155 0 284 118 Stage 1 - - - - 118 - Stage 2 - - - - 166 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1438 - 710 939 Stage 1 - - - - 912 - Stage 2 - - - - 868 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1438 - 685 939 Mov Cap-2 Maneuver - - - - 685 - Stage 1 - - - - 912 - Stage 2 - - - - 838 - Approach EB WB NB HCM Control Delay, s 0 3.2 11.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 765 - - 1438 - HCM Lane V/C Ratio 0.228 - - 0.034 - HCM Control Delay 11.1 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.9 - - 0.1 - ---PAGE BREAK--- HCM 6th AWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 107: Can Ada Road & New Hope Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 6 Intersection Intersection Delay, s/veh 16.7 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 26 30 4 56 88 71 33 307 48 75 248 33 Future Vol, veh/h 26 30 4 56 88 71 33 307 48 75 248 33 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 7 3 0 0 0 0 3 0 0 Mvmt Flow 29 33 4 62 98 79 37 341 53 83 276 37 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.9 13.7 18.5 17.4 HCM LOS B B C C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 9% 43% 26% 21% Vol Thru, % 79% 50% 41% 70% Vol Right, % 12% 7% 33% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 388 60 215 356 LT Vol 33 26 56 75 Through Vol 307 30 88 248 RT Vol 48 4 71 33 Lane Flow Rate 431 67 239 396 Geometry Grp 1 1 1 1 Degree of Util 0.656 0.128 0.413 0.617 Departure Headway (Hd) 5.474 6.897 6.22 5.611 Convergence, Y/N Yes Yes Yes Yes Cap 655 523 573 637 Service Time 3.556 4.897 4.315 3.696 HCM Lane V/C Ratio 0.658 0.128 0.417 0.622 HCM Control Delay 18.5 10.9 13.7 17.4 HCM Lane LOS C B B C HCM 95th-tile Q 4.9 0.4 2 4.2 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 108: Wing Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 7 Intersection Int Delay, s/veh 11.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 172 139 485 155 89 109 Future Vol, veh/h 172 139 485 155 89 109 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 191 154 539 172 99 121 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 711 0 - 0 1161 625 Stage 1 - - - - 625 - Stage 2 - - - - 536 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 898 - - - 218 488 Stage 1 - - - - 537 - Stage 2 - - - - 591 - Platoon blocked, % - - - Mov Cap-1 Maneuver 898 - - - 172 488 Mov Cap-2 Maneuver - - - - 172 - Stage 1 - - - - 423 - Stage 2 - - - - 591 - Approach EB WB SB HCM Control Delay, s 5.6 0 59.9 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 898 - - - 267 HCM Lane V/C Ratio 0.213 - - - 0.824 HCM Control Delay 10.1 - - - 59.9 HCM Lane LOS B - - - F HCM 95th %tile Q(veh) 0.8 - - - 6.6 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 8 Intersection Int Delay, s/veh 1093.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 214 12 164 617 126 316 218 157 61 31 9 Future Vol, veh/h 5 214 12 164 617 126 316 218 157 61 31 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 100 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 6 238 13 182 686 140 351 242 174 68 34 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 826 0 0 251 0 0 1399 1447 245 1515 1313 686 Stage 1 - - - - - - 257 257 - 1050 1050 - Stage 2 - - - - - - 1142 1190 - 465 263 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 813 - - 1326 - - ~ 119 ~ 133 799 99 160 451 Stage 1 - - - - - - 752 699 - 277 307 - Stage 2 - - - - - - ~ 246 263 - 581 694 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 813 - - 1326 - - ~ 72 ~ 97 799 - 117 451 Mov Cap-2 Maneuver - - - - - - ~ 72 ~ 97 - - 117 - Stage 1 - - - - - - 745 693 - 275 227 - Stage 2 - - - - - - ~ 151 ~ 194 - 293 688 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.5 $ 3051.9 HCM LOS F - Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 101 813 - - 1326 - - - HCM Lane V/C Ratio 7.602 0.007 - - 0.137 - - - HCM Control Delay $ 3051.9 9.5 0 - 8.1 0 - - HCM Lane LOS F A A - A A - - HCM 95th %tile Q(veh) 86.7 0 - - 0.5 - - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 141 141 176 517 [PHONE REDACTED] 96 118 601 44 v/c Ratio 0.68 0.39 0.29 0.51 1.15 1.27 0.66 1.36 0.12 1.12 0.75 0.06 Control Delay 69.6 55.8 1.9 43.2 138.0 169.4 31.6 202.0 0.3 153.0 41.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.6 55.8 1.9 43.2 138.0 169.4 31.6 202.0 0.3 153.0 41.2 0.1 Queue Length 50th (ft) 48 121 0 129 ~591 ~669 81 ~1430 0 ~83 481 0 Queue Length 95th (ft) #99 192 2 197 #820 #914 123 #1694 0 #221 640 0 Internal Link Dist (ft) 2558 3836 5106 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 105 359 479 353 451 507 265 823 797 105 800 800 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.39 0.29 0.50 1.15 1.27 0.66 1.36 0.12 1.12 0.75 0.06 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 138 138 172 507 [PHONE REDACTED] 94 116 589 43 Future Volume (vph) 70 138 138 172 507 [PHONE REDACTED] 94 116 589 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 1530 1693 1765 1485 1710 1765 1530 Flt Permitted 0.13 1.00 1.00 0.49 1.00 1.00 0.22 1.00 1.00 0.06 1.00 1.00 Satd. Flow (perm) 236 1765 1530 850 1782 1530 400 1765 1485 106 1765 1530 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 141 141 176 517 [PHONE REDACTED] 96 118 601 44 RTOR Reduction (vph) 0 0 112 0 0 119 0 0 51 0 0 24 Lane Group Flow (vph) 71 141 29 176 517 [PHONE REDACTED] 45 118 601 20 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 35.5 30.5 30.5 50.0 38.0 38.0 77.0 70.0 70.0 73.0 68.0 68.0 Effective Green, g 35.5 30.5 30.5 50.0 38.0 38.0 77.0 70.0 70.0 73.0 68.0 68.0 Actuated g/C Ratio 0.24 0.20 0.20 0.33 0.25 0.25 0.51 0.47 0.47 0.49 0.45 0.45 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 104 358 311 350 451 387 265 823 693 105 800 693 v/s Ratio Prot 0.02 0.08 0.02 c0.04 0.29 c0.34 0.03 c0.63 0.03 c0.04 0.34 0.01 v/s Ratio Perm 0.14 0.13 0.31 0.51 v/c Ratio 0.68 0.39 0.09 0.50 1.15 1.35 0.66 1.36 0.06 1.12 0.75 0.03 Uniform Delay, d1 48.0 51.7 48.5 37.7 56.0 56.0 28.3 40.0 22.0 35.8 34.0 22.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.7 0.7 0.1 0.4 89.0 174.9 4.4 168.7 0.1 125.0 4.8 0.0 Delay 61.8 52.5 48.6 38.1 145.0 230.9 32.8 208.7 22.1 160.9 38.7 22.7 Level of Service E D D D F F C F C F D C Approach Delay 52.8 172.3 173.7 56.7 Approach LOS D F F E Intersection Summary HCM 2000 Control Delay 138.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.33 Actuated Cycle Length 150.0 Sum of lost time 32.0 Intersection Capacity Utilization 126.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 138 138 172 507 [PHONE REDACTED] 94 116 589 43 Future Volume (veh/h) 70 138 138 172 507 [PHONE REDACTED] 94 116 589 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 71 141 141 176 517 [PHONE REDACTED] 96 118 601 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 105 354 305 336 452 386 264 827 695 105 803 692 Arrive On Green 0.03 0.20 0.20 0.09 0.25 0.25 0.05 0.47 0.47 0.03 0.45 0.45 Sat Flow, veh/h 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Grp Volume(v), veh/h 71 141 141 176 517 [PHONE REDACTED] 96 118 601 44 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Q Serve(g_s), s 5.0 10.4 12.2 12.3 38.0 38.0 7.0 70.0 5.5 5.0 42.1 2.4 Cycle Q Clear(g_c), s 5.0 10.4 12.2 12.3 38.0 38.0 7.0 70.0 5.5 5.0 42.1 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 105 354 305 336 452 386 264 827 695 105 803 692 V/C Ratio(X) 0.68 0.40 0.46 0.52 1.14 1.66 0.66 1.35 0.14 1.12 0.75 0.06 Avail Cap(c_a), veh/h 105 354 305 336 452 386 264 827 695 105 803 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 49.0 52.1 52.9 41.7 56.0 56.0 33.4 40.0 22.8 36.7 33.9 23.1 Incr Delay (d2), s/veh 13.2 0.7 1.1 0.7 87.6 310.0 4.8 165.9 0.2 124.5 4.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 4.7 4.8 5.2 28.1 47.9 3.2 68.1 2.0 5.7 19.1 0.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 62.1 52.9 54.0 42.4 143.6 366.0 38.2 205.9 23.0 161.2 38.6 23.2 LOS E D D D F F D F C F D C Approach Vol, veh/h 353 1336 1387 763 Approach Delay, s/veh 55.2 237.3 172.2 56.7 Approach LOS E F F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 45.0 16.0 77.0 20.0 37.0 14.0 79.0 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 38.0 7.0 68.0 13.0 30.0 5.0 70.0 Max Q Clear Time (g_c+I1), s 7.0 40.0 9.0 44.1 14.3 14.2 7.0 72.0 Green Ext Time s 0.0 0.0 0.0 8.2 0.0 1.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 161.1 HCM 6th LOS F ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 12 Intersection Int Delay, s/veh 28.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 442 19 5 1303 115 22 Future Vol, veh/h 442 19 5 1303 115 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 1 0 0 1 5 0 Mvmt Flow 465 20 5 1372 121 23 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 485 0 1857 475 Stage 1 - - - - 475 - Stage 2 - - - - 1382 - Critical Hdwy - - 4.1 - 6.45 6.2 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 - Follow-up Hdwy - - 2.2 - 3.545 3.3 Pot Cap-1 Maneuver - - 1088 - ~ 79 594 Stage 1 - - - - 619 - Stage 2 - - - - 229 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1088 - ~ 77 594 Mov Cap-2 Maneuver - - - - ~ 77 - Stage 1 - - - - 619 - Stage 2 - - - - 225 - Approach EB WB NB HCM Control Delay, s 0 0 $ 397.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 90 - - 1088 - HCM Lane V/C Ratio 1.602 - - 0.005 - HCM Control Delay $ 397.8 - - 8.3 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 11.5 - - 0 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 112: Can Ada Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 13 Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 24 379 30 25 358 Future Vol, veh/h 36 24 379 30 25 358 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 40 27 421 33 28 398 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 892 438 0 0 454 0 Stage 1 438 - - - - - Stage 2 454 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 315 623 - - 1117 - Stage 1 655 - - - - - Stage 2 644 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 305 623 - - 1117 - Mov Cap-2 Maneuver 305 - - - - - Stage 1 655 - - - - - Stage 2 623 - - - - - Approach WB NB SB HCM Control Delay, s 16.4 0 0.5 HCM LOS C Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 383 1117 - HCM Lane V/C Ratio - - 0.174 0.025 - HCM Control Delay - - 16.4 8.3 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.6 0.1 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 14 Intersection Int Delay, s/veh 155.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 120 182 623 222 139 231 Future Vol, veh/h 120 182 623 222 139 231 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 2 2 0 0 0 Mvmt Flow 132 200 685 244 153 254 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 332 0 1846 232 Stage 1 - - - - 232 - Stage 2 - - - - 1614 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap-1 Maneuver - - 1227 - ~ 83 812 Stage 1 - - - - 811 - Stage 2 - - - - 181 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1227 - ~ 37 812 Mov Cap-2 Maneuver - - - - ~ 37 - Stage 1 - - - - 811 - Stage 2 - - - - ~ 80 - Approach EB WB NB HCM Control Delay, s 0 8.5 $ 618.9 HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 37 812 - - 1227 - HCM Lane V/C Ratio 4.128 0.313 - - 0.558 - HCM Control Delay $ 1628.5 11.4 - - 11.6 - HCM Lane LOS F B - - B - HCM 95th %tile Q(veh) 17.7 1.3 - - 3.6 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 15 Intersection Int Delay, s/veh 125.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 166 255 91 388 374 67 Future Vol, veh/h 166 255 91 388 374 67 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 184 283 101 431 416 74 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 467 0 959 326 Stage 1 - - - - 326 - Stage 2 - - - - 633 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1105 - ~ 288 720 Stage 1 - - - - 736 - Stage 2 - - - - 533 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1105 - ~ 253 720 Mov Cap-2 Maneuver - - - - ~ 253 - Stage 1 - - - - 736 - Stage 2 - - - - 469 - Approach EB WB NB HCM Control Delay, s 0 1.6 $ 380.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 281 - - 1105 - HCM Lane V/C Ratio 1.744 - - 0.092 - HCM Control Delay $ 380.2 - - 8.6 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 31.9 - - 0.3 - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 115: Floating Feather Road & Pollard Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 16 Intersection Int Delay, s/veh 9.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 218 109 265 31 39 319 Future Vol, veh/h 218 109 265 31 39 319 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 242 121 294 34 43 354 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 328 0 - 0 916 311 Stage 1 - - - - 311 - Stage 2 - - - - 605 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1243 - - - 305 734 Stage 1 - - - - 748 - Stage 2 - - - - 549 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1243 - - - 241 734 Mov Cap-2 Maneuver - - - - 241 - Stage 1 - - - - 592 - Stage 2 - - - - 549 - Approach EB WB SB HCM Control Delay, s 5.7 0 22 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1243 - - - 600 HCM Lane V/C Ratio 0.195 - - - 0.663 HCM Control Delay 8.6 0 - - 22 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.7 - - - 4.9 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 116: Palmer Lane & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 17 Intersection Int Delay, s/veh 6.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 3 98 500 131 16 5 Future Vol, veh/h 3 98 500 131 16 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 4 0 0 Mvmt Flow 3 107 543 142 17 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1248 20 22 0 - 0 Stage 1 20 - - - - - Stage 2 1228 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 193 1064 1607 - - - Stage 1 1008 - - - - - Stage 2 279 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 122 1064 1607 - - - Mov Cap-2 Maneuver 122 - - - - - Stage 1 638 - - - - - Stage 2 279 - - - - - Approach EB NB SB HCM Control Delay, s 9.8 6.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1607 - 866 - - HCM Lane V/C Ratio 0.338 - 0.127 - - HCM Control Delay 8.4 0 9.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 1.5 - 0.4 - - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 18 Intersection Int Delay, s/veh 1554.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h [PHONE REDACTED] 275 277 104 Future Vol, veh/h [PHONE REDACTED] 275 277 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 6 2 1 2 2 12 Mvmt Flow [PHONE REDACTED] 293 295 111 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1530 0 - 0 2546 1384 Stage 1 - - - - 1384 - Stage 2 - - - - 1162 - Critical Hdwy 4.16 - - - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.254 - - - 3.518 3.408 Pot Cap-1 Maneuver 424 - - - ~ 30 167 Stage 1 - - - - ~ 232 - Stage 2 - - - - 298 - Platoon blocked, % - - - Mov Cap-1 Maneuver 424 - - - ~ 12 167 Mov Cap-2 Maneuver - - - - ~ 12 - Stage 1 - - - - ~ 97 - Stage 2 - - - - 298 - Approach EB WB SB HCM Control Delay, s 2 0 $ 11409 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 424 - - - 16 HCM Lane V/C Ratio 0.286 - - -25.332 HCM Control Delay 16.9 0 - 11409 HCM Lane LOS C A - - F HCM 95th %tile Q(veh) 1.2 - - - 51.6 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- Queues 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 162 668 412 202 964 114 462 334 144 111 370 v/c Ratio 1.36 0.89 0.57 0.94 1.19 0.15 1.44 0.67 0.28 0.44 1.19 Control Delay 234.2 54.6 22.3 73.6 133.0 1.3 249.8 54.1 12.7 38.5 160.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 234.2 54.6 22.3 73.6 133.0 1.3 249.8 54.1 12.7 38.5 160.9 Queue Length 50th (ft) ~151 579 180 104 ~1094 0 ~545 282 22 69 ~411 Queue Length 95th (ft) #304 #817 289 #264 #1353 12 #767 396 79 116 #619 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 100 100 100 100 100 100 100 Base Capacity (vph) 119 749 728 214 811 782 320 501 507 255 311 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.36 0.89 0.57 0.94 1.19 0.15 1.44 0.67 0.28 0.44 1.19 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 661 408 200 954 113 457 331 143 110 254 112 Future Volume (vph) 160 661 408 200 954 113 457 331 143 110 254 112 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1693 1782 1515 1676 1782 1530 1710 1800 1530 1660 1677 Flt Permitted 0.07 1.00 1.00 0.11 1.00 1.00 0.12 1.00 1.00 0.49 1.00 Satd. Flow (perm) 117 1782 1515 192 1782 1530 225 1800 1530 849 1677 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 668 412 202 964 114 462 334 144 111 257 113 RTOR Reduction (vph) 0 0 92 0 0 62 0 0 82 0 11 0 Lane Group Flow (vph) 162 668 320 202 964 52 462 334 62 111 359 0 Heavy Vehicles 1% 1% 1% 2% 1% 0% 0% 0% 0% 3% 3% 1% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G 67.0 61.0 61.0 77.0 66.0 66.0 55.0 40.4 40.4 34.6 26.0 Effective Green, g 67.0 61.0 61.0 77.0 66.0 66.0 55.0 40.4 40.4 34.6 26.0 Actuated g/C Ratio 0.46 0.42 0.42 0.53 0.46 0.46 0.38 0.28 0.28 0.24 0.18 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.5 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 119 749 637 214 811 696 320 501 426 250 300 v/s Ratio Prot 0.06 0.37 0.21 c0.07 c0.54 0.03 c0.23 0.19 0.04 0.03 0.21 v/s Ratio Perm c0.57 0.43 c0.32 0.08 v/c Ratio 1.36 0.89 0.50 0.94 1.19 0.07 1.44 0.67 0.15 0.44 1.20 Uniform Delay, d1 35.2 38.9 30.9 31.2 39.5 22.3 44.9 46.3 39.3 45.1 59.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 207.3 15.1 2.8 45.2 97.1 0.0 216.6 2.6 0.1 0.5 116.7 Delay 242.5 54.1 33.7 76.4 136.6 22.3 261.5 48.9 39.4 45.5 176.2 Level of Service F D C E F C F D D D F Approach Delay 71.9 116.9 151.9 146.1 Approach LOS E F F F Intersection Summary HCM 2000 Control Delay 114.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.40 Actuated Cycle Length 145.0 Sum of lost time 24.0 Intersection Capacity Utilization 130.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 661 408 200 954 113 457 331 143 110 254 112 Future Volume (veh/h) 160 661 408 200 954 113 457 331 143 110 254 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1772 1786 1800 1800 1800 1800 1758 1758 1786 Adj Flow Rate, veh/h 162 668 412 202 964 114 462 334 144 111 257 113 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 2 1 0 0 0 0 3 3 1 Cap, veh/h 120 751 637 217 813 694 322 497 421 254 208 91 Arrive On Green 0.04 0.42 0.42 0.08 0.46 0.46 0.16 0.28 0.28 0.06 0.18 0.18 Sat Flow, veh/h 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 1157 509 Grp Volume(v), veh/h 162 668 412 202 964 114 462 334 144 111 0 370 Grp Sat Flow(s),veh/h/ln 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 0 1666 Q Serve(g_s), s 6.0 50.2 31.4 9.8 66.0 6.4 23.0 23.9 10.9 7.8 0.0 26.0 Cycle Q Clear(g_c), s 6.0 50.2 31.4 9.8 66.0 6.4 23.0 23.9 10.9 7.8 0.0 26.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 120 751 637 217 813 694 322 497 421 254 0 299 V/C Ratio(X) 1.35 0.89 0.65 0.93 1.19 0.16 1.44 0.67 0.34 0.44 0.00 1.24 Avail Cap(c_a), veh/h 120 751 637 217 813 694 322 497 421 254 0 299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 36.0 38.9 33.4 32.5 39.5 23.3 44.7 46.7 42.0 45.1 0.0 59.5 Incr Delay (d2), s/veh 202.3 14.8 5.0 42.1 95.9 0.1 213.5 2.9 0.2 0.4 0.0 132.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 24.9 12.5 6.4 50.1 2.4 28.9 11.2 4.2 3.3 0.0 22.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 238.3 53.7 38.5 74.7 135.4 23.3 258.2 49.6 42.2 45.5 0.0 192.1 LOS F D D E F C F D D D A F Approach Vol, veh/h 1242 1280 940 481 Approach Delay, s/veh 72.7 115.9 151.0 158.3 Approach LOS E F F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 72.0 29.0 32.0 17.0 67.0 15.0 46.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 6.0 66.0 23.0 26.0 11.0 61.0 9.0 40.0 Max Q Clear Time (g_c+I1), s 8.0 68.0 25.0 28.0 11.8 52.2 9.8 25.9 Green Ext Time s 0.0 0.0 0.0 0.0 0.0 3.4 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 115.8 HCM 6th LOS F ---PAGE BREAK--- Queues 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 71 825 58 108 1319 306 113 116 158 522 v/c Ratio 0.68 0.86 0.07 0.61 1.37 0.36 0.34 0.21 0.28 1.36 Control Delay 51.8 40.2 4.0 28.2 203.8 16.8 43.3 39.2 6.4 215.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.8 40.2 4.0 28.2 203.8 16.8 43.3 39.2 6.4 215.3 Queue Length 50th (ft) 27 672 0 42 ~1700 131 85 84 0 ~666 Queue Length 95th (ft) #99 890 22 70 #1967 199 145 138 53 #898 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 104 962 852 178 962 854 330 553 569 385 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.86 0.07 0.61 1.37 0.36 0.34 0.21 0.28 1.36 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 784 55 103 1253 291 107 110 150 324 78 94 Future Volume (vph) 67 784 55 103 1253 291 107 110 150 324 78 94 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1710 1782 1530 1710 1782 1530 1710 1765 1471 1678 Flt Permitted 0.05 1.00 1.00 0.13 1.00 1.00 0.59 1.00 1.00 0.70 Satd. Flow (perm) 89 1782 1530 226 1782 1530 1055 1765 1471 1215 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 71 825 58 108 1319 306 113 116 158 341 82 99 RTOR Reduction (vph) 0 0 27 0 0 28 0 0 108 0 5 0 Lane Group Flow (vph) 71 825 31 108 1319 278 113 116 50 0 517 0 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 2% 4% 1% 0% 3% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 86.0 81.0 81.0 86.0 81.0 81.0 47.0 47.0 47.0 47.0 Effective Green, g 86.0 81.0 81.0 86.0 81.0 81.0 47.0 47.0 47.0 47.0 Actuated g/C Ratio 0.57 0.54 0.54 0.57 0.54 0.54 0.31 0.31 0.31 0.31 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 105 962 826 179 962 826 330 553 460 380 v/s Ratio Prot c0.02 0.46 0.02 c0.74 0.07 v/s Ratio Perm 0.37 0.02 0.33 0.18 0.11 0.03 c0.43 v/c Ratio 0.68 0.86 0.04 0.60 1.37 0.34 0.34 0.21 0.11 1.36 Uniform Delay, d1 34.8 29.6 16.2 25.6 34.5 19.4 39.6 37.9 36.6 51.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.5 7.9 0.0 4.8 173.6 0.3 0.5 0.1 0.1 177.9 Delay 49.3 37.5 16.2 30.3 208.1 19.7 40.1 38.0 36.7 229.4 Level of Service D D B C F B D D D F Approach Delay 37.1 163.8 38.1 229.4 Approach LOS D F D F Intersection Summary HCM 2000 Control Delay 126.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.34 Actuated Cycle Length 150.0 Sum of lost time 17.0 Intersection Capacity Utilization 123.9% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic Conditions (With Improvements) PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 784 55 103 1253 291 107 110 150 324 78 94 Future Volume (veh/h) 67 784 55 103 1253 291 107 110 150 324 78 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1772 1744 1786 1800 1758 Adj Flow Rate, veh/h 71 825 58 108 1319 306 113 116 158 341 82 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 0 0 1 0 0 2 4 1 0 3 Cap, veh/h 102 963 823 197 966 825 417 556 464 259 53 64 Arrive On Green 0.03 0.54 0.54 0.03 0.54 0.54 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1714 1786 1525 1714 1786 1525 1222 1772 1478 697 168 202 Grp Volume(v), veh/h 71 825 58 108 1319 306 113 116 158 522 0 0 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1714 1786 1525 1222 1772 1478 1067 0 0 Q Serve(g_s), s 2.8 59.2 2.7 4.3 81.0 17.2 0.0 7.2 12.3 39.8 0.0 0.0 Cycle Q Clear(g_c), s 2.8 59.2 2.7 4.3 81.0 17.2 10.9 7.2 12.3 47.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.19 Lane Grp Cap(c), veh/h 102 963 823 197 966 825 417 556 464 375 0 0 V/C Ratio(X) 0.69 0.86 0.07 0.55 1.37 0.37 0.27 0.21 0.34 1.39 0.00 0.00 Avail Cap(c_a), veh/h 105 966 825 197 966 825 417 556 464 375 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 36.2 29.5 16.5 28.7 34.4 19.7 39.0 37.7 39.5 57.1 0.0 0.0 Incr Delay (d2), s/veh 16.1 7.9 0.1 2.6 171.1 0.4 0.3 0.1 0.3 192.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 27.1 1.0 1.9 80.0 6.3 3.2 3.2 4.6 34.5 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 52.3 37.5 16.6 31.3 205.4 20.1 39.2 37.9 39.8 249.5 0.0 0.0 LOS D D B C F C D D D F A A Approach Vol, veh/h 954 1733 387 522 Approach Delay, s/veh 37.3 161.9 39.0 249.5 Approach LOS D F D F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.7 87.0 52.0 11.0 86.7 52.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 5.0 81.0 47.0 5.0 81.0 47.0 Max Q Clear Time (g_c+I1), s 4.8 83.0 14.3 6.3 61.2 49.0 Green Ext Time s 0.0 0.0 1.2 0.0 8.7 0.0 Intersection Summary HCM 6th Ctrl Delay 128.3 HCM 6th LOS F ---PAGE BREAK--- Appendix V Year 2045 Mitigated Total Traffic (with Select Roadway Improvements) Operation Worksheets ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 20 287 117 100 112 84 1 61 v/c Ratio 0.04 0.56 0.29 0.15 0.26 0.16 0.00 0.16 Control Delay 8.2 8.9 9.9 11.1 11.7 7.8 10.0 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.2 8.9 9.9 11.1 11.7 7.8 10.0 13.0 Queue Length 50th (ft) 3 10 17 14 16 4 0 8 Queue Length 95th (ft) 12 59 42 53 48 35 3 34 Internal Link Dist (ft) 1940 7299 2000 3210 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 450 921 402 921 429 895 422 918 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.31 0.29 0.11 0.26 0.09 0.00 0.07 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 44 214 105 89 1 101 23 52 1 33 22 Future Volume (vph) 18 44 214 105 89 1 101 23 52 1 33 22 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 1.00 1.00 0.90 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1576 1710 1797 1644 1614 1710 1694 Flt Permitted 0.69 1.00 0.37 1.00 0.61 1.00 0.70 1.00 Satd. Flow (perm) 1246 1576 668 1797 1049 1614 1264 1694 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 49 238 117 99 1 112 26 58 1 37 24 RTOR Reduction (vph) 0 181 0 0 1 0 0 43 0 0 19 0 Lane Group Flow (vph) 20 106 0 117 99 0 112 41 0 1 42 0 Heavy Vehicles 0% 0% 0% 0% 0% 0% 4% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G 11.5 10.7 17.5 13.7 14.2 11.6 10.6 9.8 Effective Green, g 11.5 10.7 17.5 13.7 14.2 11.6 10.6 9.8 Actuated g/C Ratio 0.26 0.24 0.39 0.31 0.32 0.26 0.24 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 327 375 348 548 366 416 306 369 v/s Ratio Prot 0.00 0.07 c0.03 0.06 c0.02 0.03 0.00 0.02 v/s Ratio Perm 0.01 c0.10 c0.08 0.00 v/c Ratio 0.06 0.28 0.34 0.18 0.31 0.10 0.00 0.11 Uniform Delay, d1 12.6 14.0 9.3 11.5 11.3 12.7 13.1 14.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.4 0.6 0.2 0.5 0.1 0.0 0.1 Delay 12.6 14.4 9.9 11.6 11.8 12.8 13.1 14.2 Level of Service B B A B B B B B Approach Delay 14.3 10.7 12.2 14.2 Approach LOS B B B B Intersection Summary HCM 2000 Control Delay 12.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length 44.9 Sum of lost time 18.0 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit AM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 44 214 105 89 1 101 23 52 1 33 22 Future Volume (veh/h) 18 44 214 105 89 1 101 23 52 1 33 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1800 1800 1800 1800 1800 1744 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 20 49 238 117 99 1 112 26 58 1 37 24 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 0 0 0 4 0 0 0 0 0 Cap, veh/h 546 66 320 421 555 6 449 105 235 351 127 83 Arrive On Green 0.02 0.25 0.25 0.09 0.31 0.31 0.09 0.21 0.21 0.00 0.12 0.12 Sat Flow, veh/h 1714 267 1299 1714 1779 18 1661 496 1105 1714 1020 661 Grp Volume(v), veh/h 20 0 287 117 0 100 112 0 84 1 0 61 Grp Sat Flow(s),veh/h/ln 1714 0 1566 1714 0 1797 1661 0 1601 1714 0 1681 Q Serve(g_s), s 0.3 0.0 6.8 1.9 0.0 1.6 2.2 0.0 1.7 0.0 0.0 1.3 Cycle Q Clear(g_c), s 0.3 0.0 6.8 1.9 0.0 1.6 2.2 0.0 1.7 0.0 0.0 1.3 Prop In Lane 1.00 0.83 1.00 0.01 1.00 0.69 1.00 0.39 Lane Grp Cap(c), veh/h 546 0 385 421 0 561 449 0 340 351 0 210 V/C Ratio(X) 0.04 0.00 0.74 0.28 0.00 0.18 0.25 0.00 0.25 0.00 0.00 0.29 Avail Cap(c_a), veh/h 717 0 704 479 0 807 512 0 759 560 0 793 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 10.8 0.0 13.9 10.0 0.0 10.0 12.5 0.0 13.1 15.3 0.0 15.9 Incr Delay (d2), s/veh 0.0 0.0 2.9 0.4 0.0 0.2 0.3 0.0 0.4 0.0 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.2 0.6 0.0 0.5 0.7 0.0 0.6 0.0 0.0 0.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 10.8 0.0 16.8 10.4 0.0 10.2 12.8 0.0 13.5 15.3 0.0 16.7 LOS B A B B A B B A B B A B Approach Vol, veh/h 307 217 196 62 Approach Delay, s/veh 16.4 10.3 13.1 16.7 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.6 13.0 8.1 14.4 8.1 9.5 5.5 17.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.1 18.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 3.7 3.9 8.8 4.2 3.3 2.3 3.6 Green Ext Time s 0.0 0.3 0.0 1.2 0.0 0.2 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 3 492 44 164 87 12 209 126 72 v/c Ratio 0.01 0.70 0.13 0.23 0.11 0.03 0.52 0.36 0.14 Control Delay 7.7 21.5 8.7 11.6 0.7 13.5 12.7 16.8 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.7 21.5 8.7 11.6 0.7 13.5 12.7 16.8 12.3 Queue Length 50th (ft) 1 96 6 25 0 2 13 24 8 Queue Length 95th (ft) 4 #321 22 87 5 13 68 67 43 Internal Link Dist (ft) 3919 2558 3989 3904 Turn Bay Length (ft) 100 100 100 100 100 Base Capacity (vph) 575 913 338 926 922 373 791 353 784 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.54 0.13 0.18 0.09 0.03 0.26 0.36 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 432 11 40 148 78 11 48 140 113 39 26 Future Volume (vph) 3 432 11 40 148 78 11 48 140 113 39 26 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.89 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1742 1598 1667 1530 1710 1563 1710 1691 Flt Permitted 0.65 1.00 0.27 1.00 1.00 0.71 1.00 0.44 1.00 Satd. Flow (perm) 1176 1742 455 1667 1530 1278 1563 784 1691 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 3 480 12 44 164 87 12 53 156 126 43 29 RTOR Reduction (vph) 0 1 0 0 0 54 0 124 0 0 21 0 Lane Group Flow (vph) 3 491 0 44 164 33 12 85 0 126 51 0 Heavy Vehicles 0% 3% 0% 7% 8% 0% 0% 0% 3% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 20.8 20.1 22.4 20.9 20.9 11.7 11.0 17.9 14.1 Effective Green, g 20.8 20.1 22.4 20.9 20.9 11.7 11.0 17.9 14.1 Actuated g/C Ratio 0.38 0.37 0.41 0.38 0.38 0.22 0.20 0.33 0.26 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 456 643 218 640 587 280 316 322 438 v/s Ratio Prot 0.00 c0.28 c0.01 0.10 0.00 0.05 c0.03 0.03 v/s Ratio Perm 0.00 0.08 0.02 0.01 c0.10 v/c Ratio 0.01 0.76 0.20 0.26 0.06 0.04 0.27 0.39 0.12 Uniform Delay, d1 10.4 15.1 10.5 11.4 10.5 16.9 18.3 13.4 15.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 5.4 0.5 0.2 0.0 0.1 0.5 0.8 0.1 Delay 10.4 20.4 11.0 11.7 10.6 16.9 18.8 14.2 15.5 Level of Service B C B B B B B B B Approach Delay 20.4 11.2 18.7 14.7 Approach LOS C B B B Intersection Summary HCM 2000 Control Delay 16.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length 54.4 Sum of lost time 18.0 Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit AM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 432 11 40 148 78 11 48 140 113 39 26 Future Volume (veh/h) 3 432 11 40 148 78 11 48 140 113 39 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1800 1702 1688 1800 1800 1800 1758 1800 1800 1800 Adj Flow Rate, veh/h 3 480 12 44 164 87 12 53 156 126 43 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 3 0 7 8 0 0 0 3 0 0 0 Cap, veh/h 505 573 14 282 636 575 413 73 214 351 248 167 Arrive On Green 0.00 0.34 0.34 0.05 0.38 0.38 0.02 0.18 0.18 0.08 0.25 0.25 Sat Flow, veh/h 1714 1708 43 1621 1688 1525 1714 402 1184 1714 1002 676 Grp Volume(v), veh/h 3 0 492 44 164 87 12 0 209 126 0 72 Grp Sat Flow(s),veh/h/ln 1714 0 1750 1621 1688 1525 1714 0 1587 1714 0 1678 Q Serve(g_s), s 0.1 0.0 13.1 0.9 3.4 1.9 0.3 0.0 6.3 2.9 0.0 1.7 Cycle Q Clear(g_c), s 0.1 0.0 13.1 0.9 3.4 1.9 0.3 0.0 6.3 2.9 0.0 1.7 Prop In Lane 1.00 0.02 1.00 1.00 1.00 0.75 1.00 0.40 Lane Grp Cap(c), veh/h 505 0 587 282 636 575 413 0 287 351 0 416 V/C Ratio(X) 0.01 0.00 0.84 0.16 0.26 0.15 0.03 0.00 0.73 0.36 0.00 0.17 Avail Cap(c_a), veh/h 667 0 778 368 750 678 556 0 608 383 0 647 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 11.1 0.0 15.5 11.8 10.9 10.4 16.5 0.0 19.5 14.7 0.0 15.0 Incr Delay (d2), s/veh 0.0 0.0 6.2 0.3 0.2 0.1 0.0 0.0 3.5 0.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 5.4 0.3 1.1 0.6 0.1 0.0 2.4 1.0 0.0 0.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.1 0.0 21.7 12.0 11.1 10.5 16.5 0.0 23.0 15.3 0.0 15.2 LOS B A C B B B B A C B A B Approach Vol, veh/h 495 295 221 198 Approach Delay, s/veh 21.6 11.1 22.7 15.3 Approach LOS C B C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.6 13.7 6.8 21.5 5.3 17.0 4.7 23.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 19.4 5.0 22.5 5.0 19.5 5.0 22.5 Max Q Clear Time (g_c+I1), s 4.9 8.3 2.9 15.1 2.3 3.7 2.1 5.4 Green Ext Time s 0.0 0.9 0.0 1.8 0.0 0.2 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 289 277 149 101 119 98 439 [PHONE REDACTED] 7 v/c Ratio 0.06 0.72 0.53 0.51 0.22 0.08 0.57 0.50 0.36 0.64 0.84 0.01 Control Delay 19.4 43.2 11.0 27.6 26.7 2.7 30.3 31.1 4.6 21.7 33.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.4 43.2 11.0 27.6 26.7 2.7 30.3 31.1 4.6 21.7 33.3 0.0 Queue Length 50th (ft) 9 161 23 61 41 0 29 112 0 99 301 0 Queue Length 95th (ft) 25 248 93 106 94 14 #73 174 38 176 #461 0 Internal Link Dist (ft) 2558 3836 5106 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 381 555 634 [PHONE REDACTED] 173 1035 [PHONE REDACTED] 747 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.52 0.44 0.51 0.21 0.08 0.57 0.42 0.32 0.60 0.77 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 260 249 134 91 107 88 395 180 264 974 6 Future Volume (vph) 21 260 249 134 91 107 88 395 180 264 974 6 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1782 1530 1644 1374 2614 1710 3420 1530 1693 3288 1530 Flt Permitted 0.69 1.00 1.00 0.33 1.00 1.00 0.16 1.00 1.00 0.33 1.00 1.00 Satd. Flow (perm) 1245 1782 1530 574 1374 2614 295 3420 1530 587 3288 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 23 289 277 149 101 119 98 439 [PHONE REDACTED] 7 RTOR Reduction (vph) 0 0 170 0 0 64 0 0 148 0 0 4 Lane Group Flow (vph) 23 289 107 149 101 55 98 439 52 293 1082 3 Heavy Vehicles 0% 1% 0% 4% 31% 3% 0% 0% 0% 1% 4% 0% Turn Type pm+pt NA Perm pm+pt NA pm+ov pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green, G 26.0 24.2 24.2 36.8 29.6 43.8 28.2 24.4 24.4 44.6 34.8 34.8 Effective Green, g 26.0 24.2 24.2 36.8 29.6 43.8 28.2 24.4 24.4 44.6 34.8 34.8 Actuated g/C Ratio 0.28 0.26 0.26 0.39 0.31 0.47 0.30 0.26 0.26 0.47 0.37 0.37 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 353 458 393 [PHONE REDACTED] 145 887 [PHONE REDACTED] 566 v/s Ratio Prot 0.00 c0.16 c0.04 0.07 0.01 0.03 0.13 c0.10 c0.33 v/s Ratio Perm 0.02 0.07 0.15 0.02 0.17 0.03 0.21 0.00 v/c Ratio 0.07 0.63 0.27 0.49 0.23 0.04 0.68 0.49 0.13 0.66 0.89 0.00 Uniform Delay, d1 24.9 30.9 27.9 20.2 23.8 13.7 25.7 29.6 26.7 16.5 27.8 18.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 2.8 0.4 1.2 0.3 0.0 11.8 0.4 0.2 3.5 8.2 0.0 Delay 25.0 33.8 28.2 21.4 24.1 13.7 37.5 30.0 26.8 20.0 36.0 18.7 Level of Service C C C C C B D C C C D B Approach Delay 30.8 19.6 30.1 32.5 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 30.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length 94.0 Sum of lost time 24.0 Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit AM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 260 249 134 91 107 88 395 180 264 974 6 Future Volume (veh/h) 21 260 249 134 91 107 88 395 180 264 974 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1744 1365 1758 1800 1800 1800 1786 1744 1800 Adj Flow Rate, veh/h 23 289 277 149 101 119 98 439 [PHONE REDACTED] 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 4 31 3 0 0 0 1 4 0 Cap, veh/h 376 389 333 [PHONE REDACTED] 217 1003 [PHONE REDACTED] 574 Arrive On Green 0.02 0.22 0.22 0.08 0.27 0.27 0.06 0.29 0.29 0.14 0.38 0.38 Sat Flow, veh/h 1714 1786 1525 1661 1365 2622 1714 3420 1525 1701 3313 1525 Grp Volume(v), veh/h 23 289 277 149 101 119 98 439 [PHONE REDACTED] 7 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1661 1365 1311 1714 1710 1525 1701 1657 1525 Q Serve(g_s), s 0.9 13.4 15.4 6.1 5.2 2.5 3.5 9.2 9.5 10.1 26.8 0.3 Cycle Q Clear(g_c), s 0.9 13.4 15.4 6.1 5.2 2.5 3.5 9.2 9.5 10.1 26.8 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 376 389 333 [PHONE REDACTED] 217 1003 [PHONE REDACTED] 574 V/C Ratio(X) 0.06 0.74 0.83 0.56 0.27 0.11 0.45 0.44 0.45 0.62 0.87 0.01 Avail Cap(c_a), veh/h 430 543 464 [PHONE REDACTED] 217 1003 [PHONE REDACTED] 636 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 25.8 32.4 33.2 24.9 25.4 16.1 22.5 25.4 25.5 17.0 25.6 17.3 Incr Delay (d2), s/veh 0.1 3.4 8.9 2.5 0.4 0.0 1.5 0.3 0.7 1.8 5.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 6.0 6.4 2.5 1.7 0.7 1.4 3.7 3.4 3.9 11.0 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 25.9 35.8 42.1 27.4 25.8 16.1 24.0 25.7 26.2 18.8 31.3 17.3 LOS C D D C C B C C C B C B Approach Vol, veh/h 589 [PHONE REDACTED] Approach Delay, s/veh 38.4 23.3 25.6 28.6 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 30.2 11.0 39.4 13.0 25.3 18.4 32.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 29.0 5.0 37.0 7.0 27.0 16.0 26.0 Max Q Clear Time (g_c+I1), s 2.9 7.2 5.5 28.8 8.1 17.4 12.1 11.5 Green Ext Time s 0.0 1.0 0.0 4.6 0.0 1.9 0.3 3.1 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 10 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 1102 21 27 538 30 42 v/c Ratio 0.61 0.03 0.07 0.28 0.10 0.16 Control Delay 8.4 3.5 3.5 4.2 16.7 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.4 3.5 3.5 4.2 16.7 8.6 Queue Length 50th (ft) 54 0 2 21 5 0 Queue Length 95th (ft) 179 9 7 40 26 21 Internal Link Dist (ft) 3836 6200 3903 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 2249 1022 369 3026 870 703 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.02 0.07 0.18 0.03 0.06 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 11 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 992 19 24 484 27 38 Future Volume (vph) 992 19 24 484 27 38 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3386 1530 1710 3420 1710 1342 Flt Permitted 1.00 1.00 0.17 1.00 0.95 1.00 Satd. Flow (perm) 3386 1530 299 3420 1710 1342 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1102 21 27 538 30 42 RTOR Reduction (vph) 0 9 0 0 0 35 Lane Group Flow (vph) 1102 12 27 538 30 7 Heavy Vehicles 1% 0% 0% 0% 0% 14% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 1 1 Permitted Phases 4 8 Actuated Green, G 19.6 19.6 24.8 24.8 6.5 6.5 Effective Green, g 19.6 19.6 24.8 24.8 6.5 6.5 Actuated g/C Ratio 0.49 0.49 0.62 0.62 0.16 0.16 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1646 [PHONE REDACTED] 275 216 v/s Ratio Prot c0.33 0.00 c0.16 c0.02 0.01 v/s Ratio Perm 0.01 0.08 v/c Ratio 0.67 0.02 0.13 0.26 0.11 0.03 Uniform Delay, d1 7.9 5.4 4.3 3.5 14.4 14.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.0 0.3 0.1 0.2 0.1 Delay 8.9 5.4 4.6 3.6 14.6 14.3 Level of Service A A A A B B Approach Delay 8.9 3.6 14.4 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 7.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length 40.3 Sum of lost time 13.5 Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit AM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 992 19 24 484 27 38 Future Volume (veh/h) 992 19 24 484 27 38 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1786 1800 1800 1800 1800 1603 Adj Flow Rate, veh/h 1102 21 27 538 30 42 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 0 0 0 0 14 Cap, veh/h 1602 [PHONE REDACTED] 230 182 Arrive On Green 0.47 0.47 0.03 0.63 0.13 0.13 Sat Flow, veh/h 3483 1525 1714 3510 1714 1359 Grp Volume(v), veh/h 1102 21 27 538 30 42 Grp Sat Flow(s),veh/h/ln 1697 1525 1714 1710 1714 1359 Q Serve(g_s), s 9.5 0.3 0.3 2.6 0.6 1.0 Cycle Q Clear(g_c), s 9.5 0.3 0.3 2.6 0.6 1.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1602 [PHONE REDACTED] 230 182 V/C Ratio(X) 0.69 0.03 0.08 0.25 0.13 0.23 Avail Cap(c_a), veh/h 2135 [PHONE REDACTED] 826 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.7 5.3 5.6 3.1 14.3 14.5 Incr Delay (d2), s/veh 0.6 0.0 0.1 0.1 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.1 0.1 0.3 0.2 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 8.3 5.3 5.7 3.2 14.5 15.1 LOS A A A A B B Approach Vol, veh/h 1123 565 72 Approach Delay, s/veh 8.3 3.3 14.9 Approach LOS A A B Timer - Assigned Phs 3 4 6 8 Phs Duration (G+Y+Rc), s 5.7 22.1 9.5 27.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 23.5 18.0 33.0 Max Q Clear Time (g_c+I1), s 2.3 11.5 3.0 4.6 Green Ext Time s 0.0 6.1 0.1 3.9 Intersection Summary HCM 6th Ctrl Delay 6.9 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 206 247 389 83 112 182 v/c Ratio 0.47 0.44 0.60 0.08 0.34 0.41 Control Delay 17.8 5.2 9.3 4.3 19.3 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.8 5.2 9.3 4.3 19.3 6.8 Queue Length 50th (ft) 43 0 40 7 24 0 Queue Length 95th (ft) 95 39 97 22 65 40 Internal Link Dist (ft) 2600 1170 5156 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 757 [PHONE REDACTED] 719 752 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.31 0.58 0.06 0.16 0.24 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 14 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 185 222 350 75 101 164 Future Volume (vph) 185 222 350 75 101 164 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1515 1644 1800 1660 1500 Flt Permitted 1.00 1.00 0.45 1.00 0.95 1.00 Satd. Flow (perm) 1748 1515 770 1800 1660 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 206 247 389 83 112 182 RTOR Reduction (vph) 0 184 0 0 0 146 Lane Group Flow (vph) 206 63 389 83 112 36 Heavy Vehicles 3% 1% 4% 0% 3% 2% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 2 2 Permitted Phases 4 8 Actuated Green, G 10.9 10.9 25.1 25.1 8.4 8.4 Effective Green, g 10.9 10.9 25.1 25.1 8.4 8.4 Actuated g/C Ratio 0.26 0.26 0.59 0.59 0.20 0.20 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 448 [PHONE REDACTED] 328 296 v/s Ratio Prot 0.12 c0.14 0.05 c0.07 0.02 v/s Ratio Perm 0.04 c0.22 v/c Ratio 0.46 0.16 0.59 0.08 0.34 0.12 Uniform Delay, d1 13.3 12.3 5.0 3.7 14.7 14.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.2 1.5 0.0 0.6 0.2 Delay 14.1 12.5 6.5 3.8 15.3 14.2 Level of Service B B A A B B Approach Delay 13.2 6.0 14.6 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 10.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 42.5 Sum of lost time 13.5 Intersection Capacity Utilization 47.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit AM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 15 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 185 222 350 75 101 164 Future Volume (veh/h) 185 222 350 75 101 164 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1758 1786 1744 1800 1758 1772 Adj Flow Rate, veh/h 206 247 389 83 112 182 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 1 4 0 3 2 Cap, veh/h 425 [PHONE REDACTED] 310 278 Arrive On Green 0.24 0.24 0.21 0.57 0.19 0.19 Sat Flow, veh/h 1758 1514 1661 1800 1674 1502 Grp Volume(v), veh/h 206 247 389 83 112 182 Grp Sat Flow(s),veh/h/ln 1758 1514 1661 1800 1674 1502 Q Serve(g_s), s 3.8 5.5 5.6 0.8 2.2 4.2 Cycle Q Clear(g_c), s 3.8 5.5 5.6 0.8 2.2 4.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 425 [PHONE REDACTED] 310 278 V/C Ratio(X) 0.48 0.68 0.58 0.08 0.36 0.65 Avail Cap(c_a), veh/h 848 [PHONE REDACTED] 808 724 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 12.2 12.8 6.7 3.6 13.3 14.1 Incr Delay (d2), s/veh 0.9 2.2 0.8 0.0 0.7 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 1.7 1.3 0.1 0.7 1.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 13.0 15.0 7.5 3.6 14.0 16.7 LOS B B A A B B Approach Vol, veh/h 453 472 294 Approach Delay, s/veh 14.1 6.8 15.7 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 11.4 12.4 13.5 25.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 10.5 18.0 33.0 Max Q Clear Time (g_c+I1), s 6.2 7.6 7.5 2.8 Green Ext Time s 0.7 0.4 1.5 0.4 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 16 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 213 359 43 98 103 67 v/c Ratio 0.36 0.48 0.09 0.14 0.24 0.15 Control Delay 11.0 4.0 5.0 5.2 13.9 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 4.0 5.0 5.2 13.9 6.0 Queue Length 50th (ft) 17 0 3 7 9 0 Queue Length 95th (ft) 79 40 13 24 54 22 Internal Link Dist (ft) 3891 1279 5173 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 1116 1107 463 1446 1090 1028 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.32 0.09 0.07 0.09 0.07 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 17 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 198 334 40 91 96 62 Future Volume (vph) 198 334 40 91 96 62 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1530 1598 1698 1660 1530 Flt Permitted 1.00 1.00 0.44 1.00 0.95 1.00 Satd. Flow (perm) 1748 1530 736 1698 1660 1530 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 213 359 43 98 103 67 RTOR Reduction (vph) 0 246 0 0 0 51 Lane Group Flow (vph) 213 113 43 98 103 16 Heavy Vehicles 3% 0% 7% 6% 3% 0% Turn Type NA Perm pm+pt NA Prot Prot Protected Phases 4 3 8 2 2 Permitted Phases 4 8 Actuated Green, G 10.5 10.5 16.4 16.4 8.1 8.1 Effective Green, g 10.5 10.5 16.4 16.4 8.1 8.1 Actuated g/C Ratio 0.31 0.31 0.49 0.49 0.24 0.24 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 547 479 396 831 401 369 v/s Ratio Prot c0.12 0.00 c0.06 c0.06 0.01 v/s Ratio Perm 0.07 0.05 v/c Ratio 0.39 0.23 0.11 0.12 0.26 0.04 Uniform Delay, d1 9.0 8.5 4.8 4.6 10.3 9.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.3 0.1 0.1 0.3 0.0 Delay 9.5 8.8 4.9 4.7 10.6 9.8 Level of Service A A A A B A Approach Delay 9.0 4.8 10.3 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 8.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.33 Actuated Cycle Length 33.5 Sum of lost time 13.5 Intersection Capacity Utilization 33.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit AM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 18 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 198 334 40 91 96 62 Future Volume (veh/h) 198 334 40 91 96 62 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1758 1800 1702 1716 1758 1800 Adj Flow Rate, veh/h 213 359 43 98 103 67 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 0 7 6 3 0 Cap, veh/h 586 508 516 915 279 254 Arrive On Green 0.33 0.33 0.05 0.53 0.17 0.17 Sat Flow, veh/h 1758 1525 1621 1716 1674 1525 Grp Volume(v), veh/h 213 359 43 98 103 67 Grp Sat Flow(s),veh/h/ln 1758 1525 1621 1716 1674 1525 Q Serve(g_s), s 2.8 6.2 0.4 0.8 1.6 1.1 Cycle Q Clear(g_c), s 2.8 6.2 0.4 0.8 1.6 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 586 508 516 915 279 254 V/C Ratio(X) 0.36 0.71 0.08 0.11 0.37 0.26 Avail Cap(c_a), veh/h 1055 [PHONE REDACTED] 1032 941 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 7.6 8.7 5.1 3.5 11.1 10.9 Incr Delay (d2), s/veh 0.4 1.8 0.1 0.1 0.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.5 0.1 0.1 0.5 0.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 8.0 10.5 5.1 3.5 11.9 11.4 LOS A B A A B B Approach Vol, veh/h 572 141 170 Approach Delay, s/veh 9.6 4.0 11.7 Approach LOS A A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 9.5 6.0 14.5 20.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 18.0 27.5 Max Q Clear Time (g_c+I1), s 3.6 2.4 8.2 2.8 Green Ext Time s 0.4 0.0 1.9 0.5 Intersection Summary HCM 6th Ctrl Delay 9.1 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 19 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 76 1161 485 114 286 157 v/c Ratio 0.21 0.69 0.37 0.17 0.59 0.32 Control Delay 8.0 11.4 12.8 4.2 20.3 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.0 11.4 12.8 4.2 20.3 5.0 Queue Length 50th (ft) 9 106 54 0 66 0 Queue Length 95th (ft) 29 201 100 27 134 32 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 200 150 100 Base Capacity (vph) 359 2123 1412 702 722 663 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.55 0.34 0.16 0.40 0.24 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 20 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 71 1091 456 107 269 148 Future Volume (vph) 71 1091 456 107 269 148 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1326 3320 3288 1485 1710 1354 Flt Permitted 0.37 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 522 3320 3288 1485 1710 1354 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 76 1161 485 114 286 157 RTOR Reduction (vph) 0 0 0 70 0 114 Lane Group Flow (vph) 76 1161 485 44 286 43 Heavy Vehicles 29% 3% 4% 3% 0% 13% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 25.1 25.1 17.9 17.9 12.8 12.8 Effective Green, g 25.1 25.1 17.9 17.9 12.8 12.8 Actuated g/C Ratio 0.54 0.54 0.38 0.38 0.27 0.27 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 325 1776 1254 566 466 369 v/s Ratio Prot 0.01 c0.35 0.15 c0.17 v/s Ratio Perm 0.11 0.03 0.03 v/c Ratio 0.23 0.65 0.39 0.08 0.61 0.12 Uniform Delay, d1 5.7 7.8 10.5 9.2 14.9 12.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.9 0.2 0.1 2.4 0.1 Delay 6.0 8.7 10.7 9.3 17.3 12.9 Level of Service A A B A B B Approach Delay 8.5 10.4 15.7 Approach LOS A B B Intersection Summary HCM 2000 Control Delay 10.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length 46.9 Sum of lost time 13.5 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit AM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 21 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 71 1091 456 107 269 148 Future Volume (veh/h) 71 1091 456 107 269 148 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1393 1758 1744 1758 1800 1617 Adj Flow Rate, veh/h 76 1161 485 114 286 157 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 29 3 4 3 0 13 Cap, veh/h 427 1737 1077 484 406 325 Arrive On Green 0.07 0.52 0.33 0.33 0.24 0.24 Sat Flow, veh/h 1327 3428 3400 1490 1714 1371 Grp Volume(v), veh/h 76 1161 485 114 286 157 Grp Sat Flow(s),veh/h/ln 1327 1670 1657 1490 1714 1371 Q Serve(g_s), s 1.2 9.5 4.3 2.1 5.7 3.7 Cycle Q Clear(g_c), s 1.2 9.5 4.3 2.1 5.7 3.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 427 1737 1077 484 406 325 V/C Ratio(X) 0.18 0.67 0.45 0.24 0.70 0.48 Avail Cap(c_a), veh/h 512 2500 1621 729 848 678 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 6.5 6.5 9.9 9.1 12.9 12.2 Incr Delay (d2), s/veh 0.2 0.5 0.3 0.2 2.2 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.9 1.2 0.5 2.0 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 6.7 7.0 10.2 9.4 15.2 13.3 LOS A A B A B B Approach Vol, veh/h 1237 599 443 Approach Delay, s/veh 7.0 10.0 14.5 Approach LOS A B B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 23.7 13.3 7.2 16.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.7 18.3 5.1 18.1 Max Q Clear Time (g_c+I1), s 11.5 7.7 3.2 6.3 Green Ext Time s 7.8 1.1 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 9.2 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 81 776 425 171 461 91 301 179 163 193 378 68 v/c Ratio 0.32 0.70 0.53 0.60 0.38 0.14 0.77 0.37 0.31 0.46 0.89 0.14 Control Delay 31.8 37.5 8.8 46.2 28.1 1.7 63.0 34.1 4.0 27.0 65.4 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.8 37.5 8.8 46.2 28.1 1.7 63.0 34.1 4.0 27.0 65.4 0.6 Queue Length 50th (ft) 43 269 63 92 136 0 112 104 0 91 272 0 Queue Length 95th (ft) 85 360 134 158 193 12 #169 167 32 143 #415 0 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 200 200 200 200 150 150 100 100 Base Capacity (vph) 260 1103 [PHONE REDACTED] 677 439 601 616 419 519 567 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.70 0.52 0.57 0.37 0.13 0.69 0.30 0.26 0.46 0.73 0.12 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 737 404 162 438 86 286 170 155 183 359 65 Future Volume (vph) 77 737 404 162 438 86 286 170 155 183 359 65 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1644 3226 1500 1583 3167 1530 3252 1714 1404 1710 1748 1457 Flt Permitted 0.33 1.00 1.00 0.31 1.00 1.00 0.95 1.00 1.00 0.64 1.00 1.00 Satd. Flow (perm) 564 3226 1500 514 3167 1530 3252 1714 1404 1160 1748 1457 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 81 776 425 171 461 91 301 179 163 193 378 68 RTOR Reduction (vph) 0 0 111 0 0 56 0 0 117 0 0 52 Lane Group Flow (vph) 81 776 314 171 461 35 301 179 46 193 378 16 Heavy Vehicles 4% 6% 2% 8% 8% 0% 2% 5% 9% 0% 3% 5% Turn Type pm+pt NA pm+ov pm+pt NA Perm Prot NA Perm pm+pt NA Perm Protected Phases 1 6 3 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 4 4 Actuated Green, G 38.3 38.3 51.7 43.2 43.2 43.2 13.4 31.6 31.6 36.0 27.1 27.1 Effective Green, g 38.3 38.3 51.7 43.2 43.2 43.2 13.4 31.6 31.6 36.0 27.1 27.1 Actuated g/C Ratio 0.34 0.34 0.46 0.38 0.38 0.38 0.12 0.28 0.28 0.32 0.24 0.24 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 2.0 2.5 2.0 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 242 1092 [PHONE REDACTED] 584 385 478 392 412 418 349 v/s Ratio Prot 0.02 c0.24 0.05 c0.05 0.15 c0.09 c0.10 0.04 c0.22 v/s Ratio Perm 0.10 0.15 0.17 0.02 0.03 0.11 0.01 v/c Ratio 0.33 0.71 0.46 0.58 0.38 0.06 0.78 0.37 0.12 0.47 0.90 0.05 Uniform Delay, d1 26.6 32.6 21.1 34.0 25.3 22.1 48.4 32.8 30.3 29.6 41.7 33.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 3.9 0.2 1.9 0.1 0.0 9.2 0.2 0.0 0.3 22.1 0.0 Delay 26.9 36.5 21.3 35.9 25.4 22.1 57.6 33.0 30.4 29.9 63.8 33.1 Level of Service C D C D C C E C C C E C Approach Delay 30.8 27.5 43.9 50.3 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 36.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length 113.1 Sum of lost time 24.0 Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit AM Peak Hour 118: Star Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 737 404 162 438 86 286 170 155 183 359 65 Future Volume (veh/h) 77 737 404 162 438 86 286 170 155 183 359 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1744 1716 1772 1688 1688 1800 1772 1730 1674 1800 1758 1730 Adj Flow Rate, veh/h 81 776 425 171 461 91 301 179 163 193 378 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 6 2 8 8 0 2 5 9 0 3 5 Cap, veh/h 282 1201 [PHONE REDACTED] 561 365 456 374 408 420 351 Arrive On Green 0.05 0.37 0.37 0.05 0.37 0.37 0.11 0.26 0.26 0.09 0.24 0.24 Sat Flow, veh/h 1661 3260 1502 1607 3207 1525 3274 1730 1418 1714 1758 1466 Grp Volume(v), veh/h 81 776 425 171 461 91 301 179 163 193 378 68 Grp Sat Flow(s),veh/h/ln 1661 1630 1502 1607 1603 1525 1637 1730 1418 1714 1758 1466 Q Serve(g_s), s 3.5 20.3 12.1 1.8 10.9 4.1 9.3 8.8 7.7 8.8 21.5 3.8 Cycle Q Clear(g_c), s 3.5 20.3 12.1 1.8 10.9 4.1 9.3 8.8 7.7 8.8 21.5 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 282 1201 [PHONE REDACTED] 561 365 456 374 408 420 351 V/C Ratio(X) 0.29 0.65 0.59 0.80 0.39 0.16 0.82 0.39 0.44 0.47 0.90 0.19 Avail Cap(c_a), veh/h 314 1201 [PHONE REDACTED] 606 476 654 536 408 562 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 25.3 27.0 7.2 43.8 24.1 21.9 44.8 31.2 19.1 26.6 38.0 31.3 Incr Delay (d2), s/veh 0.2 2.7 3.5 7.2 0.2 0.1 6.9 0.2 0.3 0.3 12.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 8.2 4.0 4.6 4.1 1.5 4.1 3.7 2.5 3.6 10.5 1.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 25.5 29.7 10.7 50.9 24.2 22.0 51.7 31.4 19.4 26.9 50.0 31.4 LOS C C B D C C D C B C D C Approach Vol, veh/h 1282 723 643 639 Approach Delay, s/veh 23.1 30.3 37.9 41.0 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 44.0 17.5 30.7 11.0 44.0 15.0 33.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 41.0 15.0 33.0 10.0 38.0 9.0 39.0 Max Q Clear Time (g_c+I1), s 5.5 12.9 11.3 23.5 3.8 22.3 10.8 10.8 Green Ext Time s 0.0 2.9 0.2 1.2 0.1 5.3 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 31.1 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 25 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 31 1086 35 60 604 119 47 13 86 526 42 84 v/c Ratio 0.08 0.77 0.05 0.30 0.40 0.16 0.21 0.09 0.31 0.71 0.08 0.16 Control Delay 10.0 24.2 0.1 13.6 16.3 1.6 23.0 38.7 3.0 35.6 25.3 3.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.0 24.2 0.1 13.6 16.3 1.6 23.0 38.7 3.0 35.6 25.3 3.4 Queue Length 50th (ft) 7 249 0 14 114 0 17 7 0 135 18 0 Queue Length 95th (ft) 20 340 0 33 163 15 40 24 1 193 43 21 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 200 200 Base Capacity (vph) 382 1649 [PHONE REDACTED] 843 222 474 524 853 820 760 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.66 0.04 0.30 0.36 0.14 0.21 0.03 0.16 0.62 0.05 0.11 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 1032 33 57 574 113 45 12 82 500 40 80 Future Volume (vph) 29 1032 33 57 574 113 45 12 82 500 40 80 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 3320 1457 1660 3320 1500 1710 1800 1530 3285 1800 1530 Flt Permitted 0.37 1.00 1.00 0.12 1.00 1.00 0.73 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 661 3320 1457 214 3320 1500 1313 1800 1530 3285 1800 1530 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 1086 35 60 604 119 47 13 86 526 42 84 RTOR Reduction (vph) 0 0 20 0 0 68 0 0 77 0 0 60 Lane Group Flow (vph) 31 1086 15 60 604 51 47 13 9 526 42 24 Heavy Vehicles 0% 3% 5% 3% 3% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G 36.9 34.2 34.2 38.9 35.2 35.2 11.5 8.7 8.7 17.5 23.4 23.4 Effective Green, g 36.9 34.2 34.2 38.9 35.2 35.2 11.5 8.7 8.7 17.5 23.4 23.4 Actuated g/C Ratio 0.45 0.42 0.42 0.47 0.43 0.43 0.14 0.11 0.11 0.21 0.29 0.29 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 331 1382 [PHONE REDACTED] 643 197 190 162 700 513 436 v/s Ratio Prot 0.00 c0.33 c0.02 0.18 0.01 0.01 c0.16 0.02 v/s Ratio Perm 0.04 0.01 0.15 0.03 c0.03 0.01 0.02 v/c Ratio 0.09 0.79 0.02 0.36 0.42 0.08 0.24 0.07 0.06 0.75 0.08 0.05 Uniform Delay, d1 12.8 20.8 14.1 14.3 16.4 13.9 31.2 33.1 33.0 30.3 21.5 21.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 3.0 0.0 1.3 0.2 0.1 0.6 0.2 0.1 4.6 0.1 0.1 Delay 12.9 23.8 14.1 15.6 16.6 13.9 31.8 33.2 33.2 34.8 21.6 21.4 Level of Service B C B B B B C C C C C C Approach Delay 23.2 16.1 32.7 32.2 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 23.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length 82.1 Sum of lost time 18.0 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit AM Peak Hour 119: Plummer Road & SH 44 01/13/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 1032 33 57 574 113 45 12 82 500 40 80 Future Volume (veh/h) 29 1032 33 57 574 113 45 12 82 500 40 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1758 1730 1758 1758 1772 1800 1800 1800 1786 1800 1800 Adj Flow Rate, veh/h 31 1086 35 60 604 119 47 13 86 526 42 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 3 5 3 3 2 0 0 0 1 0 0 Cap, veh/h 382 1378 [PHONE REDACTED] 645 286 155 131 651 433 367 Arrive On Green 0.03 0.41 0.41 0.05 0.43 0.43 0.04 0.09 0.09 0.20 0.24 0.24 Sat Flow, veh/h 1714 3340 1466 1674 3340 1502 1714 1800 1525 3300 1800 1525 Grp Volume(v), veh/h 31 1086 35 60 604 119 47 13 86 526 42 84 Grp Sat Flow(s),veh/h/ln 1714 1670 1466 1674 1670 1502 1714 1800 1525 1650 1800 1525 Q Serve(g_s), s 0.7 20.0 1.0 1.4 8.9 3.5 1.7 0.5 3.9 10.7 1.3 3.1 Cycle Q Clear(g_c), s 0.7 20.0 1.0 1.4 8.9 3.5 1.7 0.5 3.9 10.7 1.3 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 382 1378 [PHONE REDACTED] 645 286 155 131 651 433 367 V/C Ratio(X) 0.08 0.79 0.06 0.24 0.42 0.18 0.16 0.08 0.66 0.81 0.10 0.23 Avail Cap(c_a), veh/h 448 1774 [PHONE REDACTED] 798 336 507 430 916 877 743 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.5 18.0 12.5 13.8 14.0 12.5 27.6 29.7 31.2 27.1 20.8 21.5 Incr Delay (d2), s/veh 0.1 1.9 0.0 0.5 0.2 0.1 0.3 0.2 5.4 3.7 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 7.3 0.3 0.5 3.1 1.1 0.7 0.2 1.6 4.4 0.5 1.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.6 19.9 12.5 14.3 14.2 12.6 27.8 29.9 36.7 30.7 20.9 21.8 LOS B B B B B B C C D C C C Approach Vol, veh/h 1152 783 146 652 Approach Delay, s/veh 19.5 14.0 33.2 29.0 Approach LOS B B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.4 10.6 8.0 33.6 7.5 21.5 6.8 34.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.6 19.9 5.0 37.5 5.1 34.4 5.0 37.5 Max Q Clear Time (g_c+I1), s 12.7 5.9 3.4 22.0 3.7 5.1 2.7 10.9 Green Ext Time s 1.2 0.2 0.0 7.2 0.0 0.5 0.0 4.9 Intersection Summary HCM 6th Ctrl Delay 20.9 HCM 6th LOS C ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic (With Imp) Mit RCUT AM 117: SH 44 & Can Ada Road 01/12/2023 2045 Total Traffic (With Imp) Mit RCUT AM 2:17 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 3.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 104 1360 456 135 0 417 Future Vol, veh/h 104 1360 456 135 0 417 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 111 1447 485 144 0 444 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 629 0 - 0 - 243 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 949 - - - 0 758 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 949 - - - - 758 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.7 0 16.2 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 949 - - - 758 HCM Lane V/C Ratio 0.117 - - - 0.585 HCM Control Delay 9.3 - - - 16.2 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.4 - - - 3.9 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic (With Imp) Mit RCUT AM 119: SH 44 & Plummer Road 01/12/2023 2045 Total Traffic (With Imp) Mit RCUT AM 2:17 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 11.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 1532 73 57 619 125 0 0 139 0 0 621 Future Vol, veh/h 29 1532 73 57 619 125 0 0 139 0 0 621 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 31 1613 77 60 652 132 0 0 146 0 0 654 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 784 0 0 1690 0 0 - - 807 - - 326 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 830 - - 374 - - 0 0 324 0 0 670 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 830 - - 374 - - - - 324 - - 670 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.2 1.2 24.9 53.8 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 324 830 - - 374 - - 670 HCM Lane V/C Ratio 0.452 0.037 - - 0.16 - - 0.976 HCM Control Delay 24.9 9.5 - - 16.5 - - 53.8 HCM Lane LOS C A - - C - - F HCM 95th %tile Q(veh) 2.2 0.1 - - 0.6 - - 14.7 ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 42 319 97 83 312 219 1 56 v/c Ratio 0.09 0.63 0.28 0.16 0.66 0.31 0.00 0.18 Control Delay 8.8 16.1 10.8 13.5 23.4 7.7 11.0 13.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.8 16.1 10.8 13.5 23.4 7.7 11.0 13.6 Queue Length 50th (ft) 6 45 14 11 63 13 0 7 Queue Length 95th (ft) 22 125 41 49 #200 72 3 33 Internal Link Dist (ft) 1940 7299 2000 3210 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 452 776 347 807 471 827 397 765 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.41 0.28 0.10 0.66 0.26 0.00 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 38 111 176 87 74 1 281 66 131 1 25 25 Future Volume (vph) 38 111 176 87 74 1 281 66 131 1 25 25 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 1.00 1.00 0.90 1.00 0.93 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1614 1710 1797 1693 1620 1710 1665 Flt Permitted 0.70 1.00 0.36 1.00 0.52 1.00 0.62 1.00 Satd. Flow (perm) 1266 1614 653 1797 923 1620 1118 1665 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 42 123 196 97 82 1 312 73 146 1 28 28 RTOR Reduction (vph) 0 93 0 0 1 0 0 97 0 0 22 0 Lane Group Flow (vph) 42 226 0 97 82 0 312 122 0 1 34 0 Heavy Vehicles 0% 0% 2% 0% 0% 0% 1% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G 13.6 12.0 15.6 13.0 21.9 16.7 12.2 11.5 Effective Green, g 13.6 12.0 15.6 13.0 21.9 16.7 12.2 11.5 Actuated g/C Ratio 0.27 0.24 0.31 0.26 0.44 0.33 0.24 0.23 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 358 387 258 467 495 541 281 382 v/s Ratio Prot 0.00 c0.14 c0.02 0.05 c0.07 0.08 0.00 0.02 v/s Ratio Perm 0.03 0.10 c0.20 0.00 v/c Ratio 0.12 0.58 0.38 0.18 0.63 0.23 0.00 0.09 Uniform Delay, d1 13.6 16.8 12.8 14.3 10.2 12.0 14.3 15.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 2.3 0.9 0.2 2.6 0.2 0.0 0.1 Delay 13.7 19.0 13.7 14.5 12.8 12.2 14.3 15.2 Level of Service B B B B B B B B Approach Delay 18.4 14.1 12.6 15.2 Approach LOS B B B B Intersection Summary HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 50.0 Sum of lost time 18.0 Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit PM Peak Hour 101: Can Ada Road & Purple Sage Road 01/24/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 111 176 87 74 1 281 66 131 1 25 25 Future Volume (veh/h) 38 111 176 87 74 1 281 66 131 1 25 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1800 1772 1800 1800 1800 1786 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 42 123 196 97 82 1 312 73 146 1 28 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 2 0 0 0 1 0 0 0 0 0 Cap, veh/h 588 160 255 384 515 6 502 130 261 309 96 96 Arrive On Green 0.05 0.26 0.26 0.08 0.29 0.29 0.13 0.24 0.24 0.00 0.12 0.12 Sat Flow, veh/h 1714 [PHONE REDACTED] 1774 22 1701 536 1071 1714 826 826 Grp Volume(v), veh/h 42 0 319 97 0 83 312 0 219 1 0 56 Grp Sat Flow(s),veh/h/ln 1714 0 1621 1714 0 1796 1701 0 1607 1714 0 1651 Q Serve(g_s), s 0.8 0.0 7.8 1.7 0.0 1.5 5.5 0.0 5.1 0.0 0.0 1.3 Cycle Q Clear(g_c), s 0.8 0.0 7.8 1.7 0.0 1.5 5.5 0.0 5.1 0.0 0.0 1.3 Prop In Lane 1.00 0.61 1.00 0.01 1.00 0.67 1.00 0.50 Lane Grp Cap(c), veh/h 588 0 415 384 0 521 502 0 391 309 0 192 V/C Ratio(X) 0.07 0.00 0.77 0.25 0.00 0.16 0.62 0.00 0.56 0.00 0.00 0.29 Avail Cap(c_a), veh/h 709 0 680 447 0 753 502 0 712 505 0 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 10.7 0.0 14.8 10.8 0.0 11.3 14.0 0.0 14.2 16.7 0.0 17.3 Incr Delay (d2), s/veh 0.1 0.0 3.0 0.3 0.0 0.1 2.4 0.0 1.3 0.0 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 2.7 0.5 0.0 0.5 2.4 0.0 1.7 0.0 0.0 0.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 10.8 0.0 17.8 11.2 0.0 11.5 16.4 0.0 15.5 16.7 0.0 18.2 LOS B A B B A B B A B B A B Approach Vol, veh/h 361 180 531 57 Approach Delay, s/veh 17.0 11.3 16.0 18.1 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.6 14.9 7.9 15.5 10.0 9.5 6.5 16.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.5 18.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 7.1 3.7 9.8 7.5 3.3 2.8 3.5 Green Ext Time s 0.0 1.0 0.0 1.2 0.0 0.2 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 15.7 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 6 285 182 683 140 351 416 68 44 v/c Ratio 0.03 0.55 0.41 0.85 0.18 0.71 0.76 0.28 0.11 Control Delay 11.6 27.1 15.1 32.2 4.5 28.8 34.6 19.2 21.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.6 27.1 15.1 32.2 4.5 28.8 34.6 19.2 21.4 Queue Length 50th (ft) 2 119 52 285 3 124 172 20 13 Queue Length 95th (ft) 7 190 90 #584 38 #271 #369 53 43 Internal Link Dist (ft) 3919 2558 3989 3904 Turn Bay Length (ft) 100 100 100 100 100 Base Capacity (vph) 204 821 460 932 860 495 599 244 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.35 0.40 0.73 0.16 0.71 0.69 0.28 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 245 12 164 615 126 316 218 157 61 31 9 Future Volume (vph) 5 245 12 164 615 126 316 218 157 61 31 9 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.94 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1771 1710 1782 1530 1710 1687 1710 1739 Flt Permitted 0.16 1.00 0.39 1.00 1.00 0.58 1.00 0.31 1.00 Satd. Flow (perm) 291 1771 701 1782 1530 1045 1687 563 1739 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 6 272 13 182 683 140 351 242 174 68 34 10 RTOR Reduction (vph) 0 2 0 0 0 73 0 28 0 0 8 0 Lane Group Flow (vph) 6 283 0 182 683 67 351 388 0 68 36 0 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 26.5 25.7 39.0 33.7 33.7 31.4 23.1 21.5 17.7 Effective Green, g 26.5 25.7 39.0 33.7 33.7 31.4 23.1 21.5 17.7 Actuated g/C Ratio 0.33 0.32 0.49 0.42 0.42 0.40 0.29 0.27 0.22 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 111 573 456 756 649 490 490 207 387 v/s Ratio Prot 0.00 0.16 c0.04 c0.38 c0.08 c0.23 0.02 0.02 v/s Ratio Perm 0.02 0.15 0.04 0.20 0.07 v/c Ratio 0.05 0.49 0.40 0.90 0.10 0.72 0.79 0.33 0.09 Uniform Delay, d1 19.2 21.6 12.3 21.3 13.8 19.5 25.9 22.3 24.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.7 0.6 14.1 0.1 4.9 8.6 0.9 0.1 Delay 19.4 22.3 12.9 35.5 13.8 24.4 34.5 23.3 24.6 Level of Service B C B D B C C C C Approach Delay 22.2 28.3 29.9 23.8 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length 79.4 Sum of lost time 18.0 Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit PM Peak Hour 109: Pollard Road & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 245 12 164 615 126 316 218 157 61 31 9 Future Volume (veh/h) 5 245 12 164 615 126 316 218 157 61 31 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 6 272 13 182 683 140 351 242 174 68 34 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0 Cap, veh/h 156 581 28 492 761 650 560 271 195 220 284 84 Arrive On Green 0.01 0.34 0.34 0.09 0.43 0.43 0.12 0.28 0.28 0.05 0.21 0.21 Sat Flow, veh/h 1714 1691 81 1714 1786 1525 1714 [PHONE REDACTED] 1336 393 Grp Volume(v), veh/h 6 0 285 182 683 140 351 0 416 68 0 44 Grp Sat Flow(s),veh/h/ln 1714 0 1771 1714 1786 1525 1714 0 1674 1714 0 1729 Q Serve(g_s), s 0.2 0.0 9.5 4.9 27.0 4.4 8.8 0.0 18.1 2.3 0.0 1.6 Cycle Q Clear(g_c), s 0.2 0.0 9.5 4.9 27.0 4.4 8.8 0.0 18.1 2.3 0.0 1.6 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.42 1.00 0.23 Lane Grp Cap(c), veh/h 156 0 609 492 761 650 560 0 466 220 0 368 V/C Ratio(X) 0.04 0.00 0.47 0.37 0.90 0.22 0.63 0.00 0.89 0.31 0.00 0.12 Avail Cap(c_a), veh/h 256 0 775 548 883 754 560 0 539 250 0 472 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 18.8 0.0 19.5 13.4 20.2 13.8 21.0 0.0 26.3 22.7 0.0 24.1 Incr Delay (d2), s/veh 0.1 0.0 0.6 0.5 10.8 0.2 2.2 0.0 15.5 0.8 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 3.8 1.8 12.5 1.4 1.4 0.0 8.8 0.9 0.0 0.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.9 0.0 20.0 13.9 31.0 13.9 23.2 0.0 41.8 23.5 0.0 24.3 LOS B A C B C B C A D C A C Approach Vol, veh/h 291 1005 767 112 Approach Delay, s/veh 20.0 25.6 33.3 23.8 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 25.6 11.3 30.6 13.3 20.6 5.1 36.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 24.4 9.3 33.2 8.8 20.7 5.0 37.5 Max Q Clear Time (g_c+I1), s 4.3 20.1 6.9 11.5 10.8 3.6 2.2 29.0 Green Ext Time s 0.0 1.0 0.1 1.6 0.0 0.1 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 27.4 HCM 6th LOS C ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 141 141 176 517 [PHONE REDACTED] 96 118 601 44 v/c Ratio 0.47 0.28 0.26 0.42 0.87 0.61 0.52 0.89 0.15 0.82 0.52 0.07 Control Delay 38.2 40.3 4.6 32.3 61.2 27.7 28.6 52.8 1.3 67.0 41.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 40.3 4.6 32.3 61.2 27.7 28.6 52.8 1.3 67.0 41.1 0.2 Queue Length 50th (ft) 41 102 0 109 466 190 100 551 0 65 256 0 Queue Length 95th (ft) 75 162 37 167 #651 263 152 #686 8 #182 321 0 Internal Link Dist (ft) 2558 3836 5106 1084 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 151 599 625 [PHONE REDACTED] 356 1282 [PHONE REDACTED] 622 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.24 0.23 0.42 0.79 0.57 0.49 0.87 0.15 0.82 0.52 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 138 138 172 507 [PHONE REDACTED] 94 116 589 43 Future Volume (vph) 70 138 138 172 507 [PHONE REDACTED] 94 116 589 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 2693 1693 3353 1485 1710 3353 1530 Flt Permitted 0.18 1.00 1.00 0.57 1.00 1.00 0.30 1.00 1.00 0.10 1.00 1.00 Satd. Flow (perm) 318 1765 1530 996 1782 2693 537 3353 1485 173 3353 1530 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 141 141 176 517 [PHONE REDACTED] 96 118 601 44 RTOR Reduction (vph) 0 0 100 0 0 153 0 0 60 0 0 29 Lane Group Flow (vph) 71 141 41 176 517 [PHONE REDACTED] 36 118 601 15 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 46.1 42.3 42.3 56.7 47.6 47.6 64.8 53.4 53.4 56.2 49.1 49.1 Effective Green, g 46.1 42.3 42.3 56.7 47.6 47.6 64.8 53.4 53.4 56.2 49.1 49.1 Actuated g/C Ratio 0.32 0.29 0.29 0.39 0.33 0.33 0.45 0.37 0.37 0.39 0.34 0.34 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 138 518 449 434 589 [PHONE REDACTED] [PHONE REDACTED] 522 v/s Ratio Prot 0.01 0.08 0.03 c0.03 c0.29 0.18 c0.04 c0.33 0.02 0.04 0.18 0.01 v/s Ratio Perm 0.15 0.13 0.19 0.28 v/c Ratio 0.51 0.27 0.09 0.41 0.88 0.55 0.52 0.90 0.06 0.83 0.53 0.03 Uniform Delay, d1 39.4 39.0 36.9 30.4 45.4 39.4 25.3 42.7 29.2 33.1 38.0 31.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.3 0.1 0.2 13.9 0.7 0.7 9.4 0.1 29.3 0.8 0.0 Delay 40.7 39.3 37.0 30.6 59.3 40.1 26.0 52.1 29.3 62.4 38.9 31.6 Level of Service D D D C E D C D C E D C Approach Delay 38.6 46.3 47.2 42.1 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 45.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length 143.9 Sum of lost time 32.0 Intersection Capacity Utilization 97.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit PM Peak Hour 110: SH 16 & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 138 138 172 507 [PHONE REDACTED] 94 116 589 43 Future Volume (veh/h) 70 138 138 172 507 [PHONE REDACTED] 94 116 589 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 71 141 141 176 517 [PHONE REDACTED] 96 118 601 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 134 522 449 410 576 [PHONE REDACTED] [PHONE REDACTED] 514 Arrive On Green 0.04 0.29 0.29 0.06 0.32 0.32 0.08 0.37 0.37 0.05 0.34 0.34 Sat Flow, veh/h 1714 1772 1525 1674 1786 2685 1701 3367 1490 1714 3367 1525 Grp Volume(v), veh/h 71 141 141 176 517 [PHONE REDACTED] 96 118 601 44 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1342 1701 1683 1490 1714 1683 1525 Q Serve(g_s), s 4.1 8.7 10.2 9.0 39.3 30.4 9.5 44.7 6.2 6.5 20.5 2.8 Cycle Q Clear(g_c), s 4.1 8.7 10.2 9.0 39.3 30.4 9.5 44.7 6.2 6.5 20.5 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 134 522 449 410 576 [PHONE REDACTED] [PHONE REDACTED] 514 V/C Ratio(X) 0.53 0.27 0.31 0.43 0.90 0.74 0.51 0.90 0.17 0.74 0.53 0.09 Avail Cap(c_a), veh/h 134 597 514 410 652 [PHONE REDACTED] [PHONE REDACTED] 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 38.5 38.5 39.1 34.3 46.0 43.0 28.8 42.5 30.4 36.1 38.1 32.2 Incr Delay (d2), s/veh 2.1 0.3 0.4 0.3 14.1 2.7 0.4 9.4 0.3 14.3 0.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 3.9 3.9 0.8 19.7 10.4 3.9 20.1 2.3 3.3 8.7 1.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 40.6 38.8 39.5 34.6 60.1 45.7 29.2 51.9 30.7 50.3 39.0 32.4 LOS D D D C E D C D C D D C Approach Vol, veh/h 353 1336 1387 763 Approach Delay, s/veh 39.4 49.8 47.6 40.4 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 53.0 20.5 57.0 16.0 49.0 16.0 61.5 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 52.0 13.0 48.0 9.0 48.0 7.0 54.0 Max Q Clear Time (g_c+I1), s 6.1 41.3 11.5 22.5 11.0 12.2 8.5 46.7 Green Ext Time s 0.0 4.6 0.0 8.2 0.0 1.3 0.0 5.8 Intersection Summary HCM 6th Ctrl Delay 46.2 HCM 6th LOS D ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 10 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 465 20 5 1372 121 23 v/c Ratio 0.25 0.02 0.01 0.68 0.38 0.07 Control Delay 6.5 4.1 4.0 8.4 21.0 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 4.1 4.0 8.4 21.0 8.8 Queue Length 50th (ft) 23 0 1 101 29 0 Queue Length 95th (ft) 78 9 4 192 70 14 Internal Link Dist (ft) 3836 6200 3903 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 2007 [PHONE REDACTED] 692 663 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.02 0.01 0.54 0.17 0.03 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 11 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 442 19 5 1303 115 22 Future Volume (vph) 442 19 5 1303 115 22 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3386 1530 1710 3386 1629 1530 Flt Permitted 1.00 1.00 0.41 1.00 0.95 1.00 Satd. Flow (perm) 3386 1530 741 3386 1629 1530 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 465 20 5 1372 121 23 RTOR Reduction (vph) 0 10 0 0 0 19 Lane Group Flow (vph) 465 10 5 1372 121 4 Heavy Vehicles 1% 0% 0% 1% 5% 0% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 25.3 25.3 30.6 30.6 8.9 8.9 Effective Green, g 25.3 25.3 30.6 30.6 8.9 8.9 Actuated g/C Ratio 0.52 0.52 0.63 0.63 0.18 0.18 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1766 [PHONE REDACTED] 298 280 v/s Ratio Prot 0.14 0.00 c0.41 c0.07 v/s Ratio Perm 0.01 0.01 0.00 v/c Ratio 0.26 0.01 0.01 0.64 0.41 0.02 Uniform Delay, d1 6.4 5.6 3.5 5.6 17.5 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.0 0.7 0.9 0.0 Delay 6.5 5.6 3.5 6.2 18.4 16.2 Level of Service A A A A B B Approach Delay 6.5 6.2 18.0 Approach LOS A A B Intersection Summary HCM 2000 Control Delay 7.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 48.5 Sum of lost time 13.5 Intersection Capacity Utilization 52.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit PM Peak Hour 111: Palmer Lane & Beacon Light Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 12 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 442 19 5 1303 115 22 Future Volume (veh/h) 442 19 5 1303 115 22 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1786 1800 1800 1786 1730 1800 Adj Flow Rate, veh/h 465 20 5 1372 121 23 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 0 0 1 5 0 Cap, veh/h 1644 [PHONE REDACTED] 227 210 Arrive On Green 0.48 0.48 0.01 0.62 0.14 0.14 Sat Flow, veh/h 3483 1525 1714 3483 1647 1525 Grp Volume(v), veh/h 465 20 5 1372 121 23 Grp Sat Flow(s),veh/h/ln 1697 1525 1714 1697 1647 1525 Q Serve(g_s), s 3.0 0.2 0.0 9.5 2.5 0.5 Cycle Q Clear(g_c), s 3.0 0.2 0.0 9.5 2.5 0.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1644 [PHONE REDACTED] 227 210 V/C Ratio(X) 0.28 0.03 0.01 0.66 0.53 0.11 Avail Cap(c_a), veh/h 2146 [PHONE REDACTED] 838 776 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 5.6 4.9 4.1 4.5 14.6 13.7 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.4 2.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 0.0 1.3 0.9 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 5.7 4.9 4.1 4.9 16.5 14.0 LOS A A A A B B Approach Vol, veh/h 485 1377 144 Approach Delay, s/veh 5.7 4.9 16.1 Approach LOS A A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 9.5 4.7 22.1 26.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 23.0 32.5 Max Q Clear Time (g_c+I1), s 4.5 2.0 5.0 11.5 Green Ext Time s 0.3 0.0 3.0 10.9 Intersection Summary HCM 6th Ctrl Delay 5.9 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 132 200 685 244 153 254 v/c Ratio 0.40 0.46 0.84 0.22 0.46 0.51 Control Delay 24.1 7.7 19.0 5.1 24.7 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.1 7.7 19.0 5.1 24.7 7.3 Queue Length 50th (ft) 38 0 105 26 43 0 Queue Length 95th (ft) 86 45 #324 63 97 50 Internal Link Dist (ft) 2600 1170 5156 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 643 [PHONE REDACTED] 611 710 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.30 0.80 0.16 0.25 0.36 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 14 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 120 182 623 222 139 231 Future Volume (vph) 120 182 623 222 139 231 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1800 1500 1676 1800 1710 1530 Flt Permitted 1.00 1.00 0.46 1.00 0.95 1.00 Satd. Flow (perm) 1800 1500 808 1800 1710 1530 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 132 200 685 244 153 254 RTOR Reduction (vph) 0 163 0 0 0 205 Lane Group Flow (vph) 132 37 685 244 153 49 Heavy Vehicles 0% 2% 2% 0% 0% 0% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 9.6 9.6 32.5 32.5 10.0 10.0 Effective Green, g 9.6 9.6 32.5 32.5 10.0 10.0 Actuated g/C Ratio 0.19 0.19 0.63 0.63 0.19 0.19 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 335 [PHONE REDACTED] 332 297 v/s Ratio Prot 0.07 c0.30 0.14 c0.09 v/s Ratio Perm 0.02 c0.23 0.03 v/c Ratio 0.39 0.13 0.84 0.21 0.46 0.17 Uniform Delay, d1 18.4 17.5 6.4 4.1 18.4 17.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.2 7.4 0.1 1.0 0.3 Delay 19.2 17.7 13.8 4.2 19.4 17.5 Level of Service B B B A B B Approach Delay 18.3 11.2 18.2 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 14.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length 51.5 Sum of lost time 13.5 Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit PM Peak Hour 113: Star Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 15 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 120 182 623 222 139 231 Future Volume (veh/h) 120 182 623 222 139 231 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1772 1772 1800 1800 1800 Adj Flow Rate, veh/h 132 200 685 244 153 254 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 0 0 0 Cap, veh/h 328 [PHONE REDACTED] 363 323 Arrive On Green 0.18 0.18 0.35 0.62 0.21 0.21 Sat Flow, veh/h 1800 1502 1688 1800 1714 1525 Grp Volume(v), veh/h 132 200 685 244 153 254 Grp Sat Flow(s),veh/h/ln 1800 1502 1688 1800 1714 1525 Q Serve(g_s), s 3.4 6.6 15.5 3.2 4.1 8.3 Cycle Q Clear(g_c), s 3.4 6.6 15.5 3.2 4.1 8.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 328 [PHONE REDACTED] 363 323 V/C Ratio(X) 0.40 0.73 0.81 0.22 0.42 0.79 Avail Cap(c_a), veh/h 617 [PHONE REDACTED] 588 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 19.0 20.3 8.9 4.5 17.9 19.6 Incr Delay (d2), s/veh 0.8 3.8 5.0 0.1 0.8 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 2.4 5.0 0.8 1.5 3.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 19.8 24.0 14.0 4.6 18.7 23.8 LOS B C B A B C Approach Vol, veh/h 332 929 407 Approach Delay, s/veh 22.3 11.5 21.9 Approach LOS C B C Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 15.6 22.8 14.1 36.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 20.5 18.0 43.0 Max Q Clear Time (g_c+I1), s 10.3 17.5 8.6 5.2 Green Ext Time s 0.9 0.9 1.0 1.5 Intersection Summary HCM 6th Ctrl Delay 16.2 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 16 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 184 283 101 431 416 74 v/c Ratio 0.35 0.44 0.22 0.58 0.68 0.12 Control Delay 16.0 4.8 9.0 13.2 20.1 4.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.0 4.8 9.0 13.2 20.1 4.4 Queue Length 50th (ft) 40 0 14 74 86 0 Queue Length 95th (ft) 87 43 36 148 #229 21 Internal Link Dist (ft) 3891 1279 5173 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 834 [PHONE REDACTED] 814 767 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.33 0.22 0.34 0.51 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 17 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 166 255 91 388 374 67 Future Volume (vph) 166 255 91 388 374 67 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1800 1530 1710 1800 1710 1530 Flt Permitted 1.00 1.00 0.47 1.00 0.95 1.00 Satd. Flow (perm) 1800 1530 844 1800 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 184 283 101 431 416 74 RTOR Reduction (vph) 0 203 0 0 0 48 Lane Group Flow (vph) 184 80 101 431 416 26 Heavy Vehicles 0% 0% 0% 0% 0% 0% Turn Type NA Perm pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G 12.2 12.2 19.2 19.2 14.9 14.9 Effective Green, g 12.2 12.2 19.2 19.2 14.9 14.9 Actuated g/C Ratio 0.28 0.28 0.45 0.45 0.35 0.35 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 509 433 426 801 591 528 v/s Ratio Prot 0.10 0.01 c0.24 c0.24 v/s Ratio Perm 0.05 0.09 0.02 v/c Ratio 0.36 0.19 0.24 0.54 0.70 0.05 Uniform Delay, d1 12.3 11.7 7.3 8.7 12.2 9.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.2 0.3 0.7 3.8 0.0 Delay 12.8 11.9 7.6 9.4 16.0 9.4 Level of Service B B A A B A Approach Delay 12.2 9.1 15.0 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length 43.1 Sum of lost time 13.5 Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit PM Peak Hour 114: Plummer Road & Floating Feather Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 18 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 166 255 91 388 374 67 Future Volume (veh/h) 166 255 91 388 374 67 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 184 283 101 431 416 74 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 0 0 0 Cap, veh/h 466 395 499 832 520 463 Arrive On Green 0.26 0.26 0.09 0.46 0.30 0.30 Sat Flow, veh/h 1800 1525 1714 1800 1714 1525 Grp Volume(v), veh/h 184 283 101 431 416 74 Grp Sat Flow(s),veh/h/ln 1800 1525 1714 1800 1714 1525 Q Serve(g_s), s 3.2 6.5 1.4 6.5 8.6 1.4 Cycle Q Clear(g_c), s 3.2 6.5 1.4 6.5 8.6 1.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 466 395 499 832 520 463 V/C Ratio(X) 0.39 0.72 0.20 0.52 0.80 0.16 Avail Cap(c_a), veh/h 844 [PHONE REDACTED] 827 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 11.7 12.9 7.8 7.3 12.3 9.8 Incr Delay (d2), s/veh 0.5 2.4 0.2 0.5 3.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.0 0.4 1.7 2.9 0.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 12.3 15.4 8.0 7.8 15.3 9.9 LOS B B A A B A Approach Vol, veh/h 467 532 490 Approach Delay, s/veh 14.1 7.8 14.5 Approach LOS B A B Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 16.1 7.8 14.4 22.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 18.0 27.5 Max Q Clear Time (g_c+I1), s 10.6 3.4 8.5 8.5 Green Ext Time s 1.1 0.0 1.5 2.6 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 19 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 88 920 1237 244 295 111 v/c Ratio 0.33 0.49 0.85 0.31 0.67 0.25 Control Delay 9.3 8.4 23.3 3.3 26.8 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.3 8.4 23.3 3.3 26.8 5.6 Queue Length 50th (ft) 12 83 195 0 89 0 Queue Length 95th (ft) 31 138 #350 37 160 30 Internal Link Dist (ft) 3717 2513 4604 Turn Bay Length (ft) 200 150 100 Base Capacity (vph) 270 2138 1537 814 583 547 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.43 0.80 0.30 0.51 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 20 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 83 865 1163 229 277 104 Future Volume (vph) 83 865 1163 229 277 104 Ideal Flow 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1613 3353 3386 1500 1676 1366 Flt Permitted 0.14 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 246 3353 3386 1500 1676 1366 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 88 920 1237 244 295 111 RTOR Reduction (vph) 0 0 0 140 0 82 Lane Group Flow (vph) 88 920 1237 104 295 29 Heavy Vehicles 6% 2% 1% 2% 2% 12% Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 4 8 6 Actuated Green, G 31.3 31.3 23.1 23.1 14.1 14.1 Effective Green, g 31.3 31.3 23.1 23.1 14.1 14.1 Actuated g/C Ratio 0.58 0.58 0.42 0.42 0.26 0.26 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 234 1929 1437 636 434 354 v/s Ratio Prot 0.03 c0.27 c0.37 c0.18 v/s Ratio Perm 0.19 0.07 0.02 v/c Ratio 0.38 0.48 0.86 0.16 0.68 0.08 Uniform Delay, d1 8.5 6.8 14.2 9.7 18.1 15.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.2 5.5 0.1 4.2 0.1 Delay 9.5 6.9 19.7 9.8 22.3 15.3 Level of Service A A B A C B Approach Delay 7.2 18.1 20.4 Approach LOS A B C Intersection Summary HCM 2000 Control Delay 14.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length 54.4 Sum of lost time 13.5 Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit PM Peak Hour 117: SH 44 & Can Ada Road 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 21 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 83 865 1163 229 277 104 Future Volume (veh/h) 83 865 1163 229 277 104 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1716 1772 1786 1772 1772 1632 Adj Flow Rate, veh/h 88 920 1237 244 295 111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 2 1 2 2 12 Cap, veh/h 299 2017 1489 659 374 306 Arrive On Green 0.07 0.60 0.44 0.44 0.22 0.22 Sat Flow, veh/h 1634 3455 3483 1502 1688 1383 Grp Volume(v), veh/h 88 920 1237 244 295 111 Grp Sat Flow(s),veh/h/ln 1634 1683 1697 1502 1688 1383 Q Serve(g_s), s 1.3 7.6 16.1 5.5 8.3 3.4 Cycle Q Clear(g_c), s 1.3 7.6 16.1 5.5 8.3 3.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 299 2017 1489 659 374 306 V/C Ratio(X) 0.29 0.46 0.83 0.37 0.79 0.36 Avail Cap(c_a), veh/h 347 2215 1590 704 606 496 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 9.8 5.5 12.4 9.4 18.4 16.5 Incr Delay (d2), s/veh 0.5 0.2 3.7 0.3 3.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.8 5.6 1.5 3.2 2.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 10.3 5.7 16.1 9.8 22.2 17.2 LOS B A B A C B Approach Vol, veh/h 1008 1481 406 Approach Delay, s/veh 6.1 15.1 20.8 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 34.5 15.6 8.0 26.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 5.0 23.5 Max Q Clear Time (g_c+I1), s 9.6 10.3 3.3 18.1 Green Ext Time s 7.1 0.8 0.0 3.9 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 22 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 162 668 412 202 964 114 462 334 144 111 257 113 v/c Ratio 0.75 0.65 0.55 0.62 0.86 0.18 0.87 0.64 0.26 0.40 0.78 0.25 Control Delay 44.8 35.8 6.2 26.3 42.4 0.6 61.2 37.9 5.4 26.2 56.5 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.8 35.8 6.2 26.3 42.4 0.6 61.2 37.9 5.4 26.2 56.5 1.3 Queue Length 50th (ft) 62 208 0 79 317 0 158 194 0 46 165 0 Queue Length 95th (ft) #178 288 77 138 #458 0 #259 288 41 83 255 0 Internal Link Dist (ft) 2598 5173 1764 5156 Turn Bay Length (ft) 200 200 200 200 150 150 100 100 Base Capacity (vph) 216 1031 [PHONE REDACTED] 656 546 628 630 280 423 524 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.65 0.55 0.58 0.84 0.17 0.85 0.53 0.23 0.40 0.61 0.22 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 661 408 200 954 113 457 331 143 110 254 112 Future Volume (vph) 160 661 408 200 954 113 457 331 143 110 254 112 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1693 3386 1515 1676 3386 1530 3317 1800 1530 1660 1748 1515 Flt Permitted 0.13 1.00 1.00 0.23 1.00 1.00 0.95 1.00 1.00 0.56 1.00 1.00 Satd. Flow (perm) 226 3386 1515 411 3386 1530 3317 1800 1530 973 1748 1515 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 668 412 202 964 114 462 334 144 111 257 113 RTOR Reduction (vph) 0 0 286 0 0 76 0 0 102 0 0 92 Lane Group Flow (vph) 162 668 126 202 964 38 462 334 42 111 257 21 Heavy Vehicles 1% 1% 1% 2% 1% 0% 0% 0% 0% 3% 3% 1% Turn Type pm+pt NA Prot pm+pt NA Prot Prot NA Prot pm+pt NA Perm Protected Phases 1 6 6 5 2 2 3 8 8 7 4 Permitted Phases 6 2 4 4 Actuated Green, G 40.5 31.6 31.6 46.1 34.4 34.4 16.6 30.2 30.2 25.6 19.6 19.6 Effective Green, g 40.5 31.6 31.6 46.1 34.4 34.4 16.6 30.2 30.2 25.6 19.6 19.6 Actuated g/C Ratio 0.39 0.31 0.31 0.45 0.33 0.33 0.16 0.29 0.29 0.25 0.19 0.19 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 214 1033 [PHONE REDACTED] 508 532 525 446 280 331 286 v/s Ratio Prot 0.06 0.20 0.08 c0.07 c0.28 0.02 c0.14 0.19 0.03 0.02 c0.15 v/s Ratio Perm 0.23 0.21 0.07 0.01 v/c Ratio 0.76 0.65 0.27 0.62 0.86 0.07 0.87 0.64 0.09 0.40 0.78 0.07 Uniform Delay, d1 23.5 31.1 27.2 19.5 32.3 23.7 42.4 31.9 26.7 31.4 39.9 34.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.2 3.1 1.5 3.5 6.6 0.1 14.0 2.5 0.1 0.9 10.9 0.1 Delay 37.7 34.2 28.7 23.0 38.9 23.7 56.4 34.4 26.8 32.3 50.7 34.6 Level of Service D C C C D C E C C C D C Approach Delay 32.8 35.0 44.0 42.7 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 37.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length 103.5 Sum of lost time 24.0 Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit PM Peak Hour 118: Star Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 661 408 200 954 113 457 331 143 110 254 112 Future Volume (veh/h) 160 661 408 200 954 113 457 331 143 110 254 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1772 1786 1800 1800 1800 1800 1758 1758 1786 Adj Flow Rate, veh/h 162 668 412 202 964 114 462 334 144 111 257 113 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 2 1 0 0 0 0 3 3 1 Cap, veh/h 253 1080 [PHONE REDACTED] 513 531 491 416 275 307 265 Arrive On Green 0.08 0.32 0.32 0.10 0.34 0.34 0.16 0.27 0.27 0.06 0.17 0.17 Sat Flow, veh/h 1701 3393 1514 1688 3393 1525 3326 1800 1525 1674 1758 1514 Grp Volume(v), veh/h 162 668 412 202 964 114 462 334 144 111 257 113 Grp Sat Flow(s),veh/h/ln 1701 1697 1514 1688 1697 1525 1663 1800 1525 1674 1758 1514 Q Serve(g_s), s 6.1 16.3 24.8 7.7 25.7 5.2 13.2 16.1 7.4 5.3 13.8 6.5 Cycle Q Clear(g_c), s 6.1 16.3 24.8 7.7 25.7 5.2 13.2 16.1 7.4 5.3 13.8 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 253 1080 [PHONE REDACTED] 513 531 491 416 275 307 265 V/C Ratio(X) 0.64 0.62 0.86 0.63 0.85 0.22 0.87 0.68 0.35 0.40 0.84 0.43 Avail Cap(c_a), veh/h 269 1080 [PHONE REDACTED] 548 580 665 564 275 451 388 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 23.4 28.2 31.1 20.9 30.0 23.2 39.9 31.6 28.4 30.7 38.8 35.8 Incr Delay (d2), s/veh 4.6 2.7 17.4 2.5 5.4 0.2 12.6 1.7 0.5 1.0 8.7 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 6.9 11.1 3.2 11.0 1.9 6.3 7.1 2.7 2.2 6.6 2.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 28.0 30.9 48.5 23.4 35.3 23.4 52.6 33.3 28.9 31.6 47.6 36.9 LOS C C D C D C D C C C D D Approach Vol, veh/h 1242 1280 940 481 Approach Delay, s/veh 36.3 32.4 42.1 41.4 Approach LOS D C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.1 38.8 21.6 23.0 15.8 37.0 12.0 32.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.0 35.0 17.0 25.0 13.0 31.0 6.0 36.0 Max Q Clear Time (g_c+I1), s 8.1 27.7 15.2 15.8 9.7 26.8 7.3 18.1 Green Ext Time s 0.0 4.0 0.4 1.3 0.2 2.3 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 37.1 HCM 6th LOS D ---PAGE BREAK--- Queues 2045 Total Traffic (With Imp) Mit PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 25 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 825 58 108 1319 306 113 116 158 341 82 99 v/c Ratio 0.66 0.46 0.07 0.41 0.74 0.34 0.58 0.42 0.48 0.70 0.13 0.18 Control Delay 48.5 13.6 2.8 18.6 18.6 6.4 48.1 39.9 16.3 45.5 20.9 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.5 13.6 2.8 18.6 18.6 6.4 48.1 39.9 16.3 45.5 20.9 14.6 Queue Length 50th (ft) 26 137 0 33 273 36 62 62 18 98 32 23 Queue Length 95th (ft) #112 209 16 86 403 92 120 117 77 #171 66 60 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 200 200 Base Capacity (vph) 137 2273 1048 338 2273 1083 302 421 444 543 827 703 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.36 0.06 0.32 0.58 0.28 0.37 0.28 0.36 0.63 0.10 0.14 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis2045 Total Traffic (With Imp) Mit PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 784 55 103 1253 291 107 110 150 324 78 94 Future Volume (vph) 67 784 55 103 1253 291 107 110 150 324 78 94 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 3386 1530 1710 3386 1530 1710 1765 1471 3285 1800 1485 Flt Permitted 0.11 1.00 1.00 0.28 1.00 1.00 0.70 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 205 3386 1530 503 3386 1530 1267 1765 1471 3285 1800 1485 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 71 825 58 108 1319 306 113 116 158 341 82 99 RTOR Reduction (vph) 0 0 27 0 0 80 0 0 103 0 0 25 Lane Group Flow (vph) 71 825 31 108 1319 226 113 116 55 341 82 74 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 2% 4% 1% 0% 3% Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Prot NA Perm Protected Phases 4 8 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Actuated Green, G 45.0 45.0 45.0 45.0 45.0 45.0 13.4 13.4 13.4 12.7 30.6 30.6 Effective Green, g 45.0 45.0 45.0 45.0 45.0 45.0 13.4 13.4 13.4 12.7 30.6 30.6 Actuated g/C Ratio 0.53 0.53 0.53 0.53 0.53 0.53 0.16 0.16 0.16 0.15 0.36 0.36 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 109 1801 [PHONE REDACTED] 813 200 279 232 493 651 537 v/s Ratio Prot 0.24 c0.39 0.07 c0.10 0.05 v/s Ratio Perm 0.35 0.02 0.21 0.15 c0.09 0.04 0.05 v/c Ratio 0.65 0.46 0.04 0.40 0.73 0.28 0.56 0.42 0.24 0.69 0.13 0.14 Uniform Delay, d1 14.2 12.3 9.5 11.8 15.2 10.9 32.9 32.1 31.1 34.1 18.1 18.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.1 0.2 0.0 1.0 1.6 0.2 3.6 1.0 0.5 4.2 0.1 0.1 Delay 27.3 12.4 9.5 12.8 16.8 11.1 36.5 33.1 31.7 38.3 18.1 18.3 Level of Service C B A B B B D C C D B B Approach Delay 13.4 15.5 33.5 31.3 Approach LOS B B C C Intersection Summary HCM 2000 Control Delay 19.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 84.6 Sum of lost time 13.5 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic (With Imp) Mit PM Peak Hour 119: Plummer Road & SH 44 01/13/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 784 55 103 1253 291 107 110 150 324 78 94 Future Volume (veh/h) 67 784 55 103 1253 291 107 110 150 324 78 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1772 1744 1786 1800 1758 Adj Flow Rate, veh/h 71 825 58 108 1319 306 113 116 158 341 82 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 0 0 1 0 0 2 4 1 0 3 Cap, veh/h 179 1932 [PHONE REDACTED] 868 257 248 207 426 581 481 Arrive On Green 0.57 0.57 0.57 0.57 0.57 0.57 0.14 0.14 0.14 0.13 0.32 0.32 Sat Flow, veh/h 315 3393 1525 639 3393 1525 1222 1772 1478 3300 1800 1490 Grp Volume(v), veh/h 71 825 58 108 1319 306 113 116 158 341 82 99 Grp Sat Flow(s),veh/h/ln 315 1697 1525 639 1697 1525 1222 1772 1478 1650 1800 1490 Q Serve(g_s), s 17.1 11.5 1.4 9.7 22.8 9.0 7.3 5.0 8.6 8.4 2.7 4.0 Cycle Q Clear(g_c), s 39.9 11.5 1.4 21.2 22.8 9.0 7.3 5.0 8.6 8.4 2.7 4.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 179 1932 [PHONE REDACTED] 868 257 248 207 426 581 481 V/C Ratio(X) 0.40 0.43 0.07 0.30 0.68 0.35 0.44 0.47 0.76 0.80 0.14 0.21 Avail Cap(c_a), veh/h 202 2177 [PHONE REDACTED] 979 372 414 346 534 809 670 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 26.7 10.2 8.0 16.2 12.7 9.7 34.0 33.0 34.5 35.3 20.0 20.5 Incr Delay (d2), s/veh 1.4 0.1 0.0 0.5 0.8 0.2 1.2 1.4 5.8 6.9 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 3.9 0.4 1.4 7.9 2.8 2.2 2.2 3.3 3.7 1.1 1.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 28.1 10.4 8.1 16.7 13.4 9.9 35.2 34.4 40.3 42.1 20.1 20.7 LOS C B A B B A D C D D C C Approach Vol, veh/h 954 1733 387 522 Approach Delay, s/veh 11.6 13.0 37.0 34.6 Approach LOS B B D C Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 15.3 16.2 52.0 31.4 52.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 19.5 53.5 37.5 53.5 Max Q Clear Time (g_c+I1), s 10.4 10.6 41.9 6.0 24.8 Green Ext Time s 0.4 1.1 5.6 0.8 15.0 Intersection Summary HCM 6th Ctrl Delay 18.3 HCM 6th LOS B ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic (With Imp) Mit RCUT PM 117: SH 44 & Can Ada Road 01/12/2023 2045 Total Traffic (With Imp) Mit RCUT PM 2:18 pm 10/27/2022 11 Report Page 1 Intersection Int Delay, s/veh 8.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 114 1142 1163 275 0 381 Future Vol, veh/h 114 1142 1163 275 0 381 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 121 1215 1237 293 0 405 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1530 0 - 0 - 619 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 431 - - - 0 432 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 431 - - - - 432 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 1.5 0 60.4 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 431 - - - 432 HCM Lane V/C Ratio 0.281 - - - 0.938 HCM Control Delay 16.6 - - - 60.4 HCM Lane LOS C - - - F HCM 95th %tile Q(veh) 1.1 - - - 10.8 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic (With Imp) Mit RCUT PM 119: SH 44 & Plummer Road 01/12/2023 2045 Total Traffic (With Imp) Mit RCUT PM 2:18 pm 10/27/2022 11 Report Page 2 Intersection Int Delay, s/veh 30.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 67 1108 [PHONE REDACTED] 398 0 0 367 0 0 496 Future Vol, veh/h 67 1108 [PHONE REDACTED] 398 0 0 367 0 0 496 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 200 200 - 200 - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 70 1154 [PHONE REDACTED] 415 0 0 382 0 0 517 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1832 0 0 1293 0 0 - - 577 - - 709 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 329 - - 532 - - 0 0 460 0 0 ~ 377 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 329 - - 532 - - - - 460 - - ~ 377 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 1 0.7 40.9 211.2 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 460 329 - - 532 - - 377 HCM Lane V/C Ratio 0.831 0.212 - - 0.202 - - 1.37 HCM Control Delay 40.9 18.9 - - 13.5 - - 211.2 HCM Lane LOS E C - - B - - F HCM 95th %tile Q(veh) 8.1 0.8 - - 0.7 - - 25.2 Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- MOVEMENT SUMMARY Site: 101 [Purple Sage Road / Can Ada Road AM (Site Folder: General)] 2045 Total Traffic Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 101 4.0 112 4.0 0.155 4.2 LOS A 0.7 18.7 0.20 0.09 0.20 34.0 8 T1 23 0.0 26 0.0 0.155 4.1 LOS A 0.7 18.7 0.20 0.09 0.20 34.0 18 R2 52 0.0 58 0.0 0.155 4.1 LOS A 0.7 18.7 0.20 0.09 0.20 33.1 Approach 176 2.3 196 2.3 0.155 4.2 LOS A 0.7 18.7 0.20 0.09 0.20 33.7 East: RoadName 1 L2 105 0.0 117 0.0 0.180 4.7 LOS A 0.9 21.8 0.34 0.20 0.34 34.0 6 T1 84 0.0 93 0.0 0.180 4.7 LOS A 0.9 21.8 0.34 0.20 0.34 33.9 16 R2 1 0.0 1 0.0 0.180 4.7 LOS A 0.9 21.8 0.34 0.20 0.34 32.9 Approach 190 0.0 211 0.0 0.180 4.7 LOS A 0.9 21.8 0.34 0.20 0.34 33.9 North: RoadName 7 L2 1 0.0 1 0.0 0.062 4.2 LOS A 0.3 6.5 0.43 0.30 0.43 35.8 4 T1 33 0.0 37 0.0 0.062 4.2 LOS A 0.3 6.5 0.43 0.30 0.43 35.7 14 R2 21 0.0 23 0.0 0.062 4.2 LOS A 0.3 6.5 0.43 0.30 0.43 34.6 Approach 55 0.0 61 0.0 0.062 4.2 LOS A 0.3 6.5 0.43 0.30 0.43 35.3 West: RoadName 5 L2 17 0.0 19 0.0 0.257 5.4 LOS A 1.4 33.8 0.36 0.22 0.36 34.9 2 T1 42 0.0 47 0.0 0.257 5.4 LOS A 1.4 33.8 0.36 0.22 0.36 34.8 12 R2 214 0.0 238 0.0 0.257 5.4 LOS A 1.4 33.8 0.36 0.22 0.36 33.8 Approach 273 0.0 303 0.0 0.257 5.4 LOS A 1.4 33.8 0.36 0.22 0.36 34.0 All Vehicles 694 0.6 771 0.6 0.257 4.8 LOS A 1.4 33.8 0.32 0.19 0.32 34.0 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Friday, October 7, 2022 12:09:14 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 101 [Purple Sage Road / Can Ada Road PM (Site Folder: General)] 2045 Total Traffic Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 281 3.1 312 3.1 0.467 8.3 LOS A 3.0 77.3 0.47 0.31 0.47 32.0 8 T1 66 3.0 73 3.0 0.467 8.3 LOS A 3.0 77.3 0.47 0.31 0.47 32.0 18 R2 131 2.2 146 2.2 0.467 8.2 LOS A 3.0 77.3 0.47 0.31 0.47 31.1 Approach 478 2.8 531 2.8 0.467 8.2 LOS A 3.0 77.3 0.47 0.31 0.47 31.8 East: RoadName 1 L2 87 4.4 97 4.4 0.204 6.3 LOS A 0.9 22.8 0.54 0.47 0.54 33.1 6 T1 70 0.0 78 0.0 0.204 6.2 LOS A 0.9 22.8 0.54 0.47 0.54 33.1 16 R2 1 3.0 1 3.0 0.204 6.3 LOS A 0.9 22.8 0.54 0.47 0.54 32.1 Approach 158 2.4 176 2.4 0.204 6.3 LOS A 0.9 22.8 0.54 0.47 0.54 33.1 North: RoadName 7 L2 1 3.0 1 3.0 0.069 5.2 LOS A 0.3 6.9 0.52 0.43 0.52 35.1 4 T1 25 3.0 28 3.0 0.069 5.2 LOS A 0.3 6.9 0.52 0.43 0.52 35.1 14 R2 24 3.0 27 3.0 0.069 5.2 LOS A 0.3 6.9 0.52 0.43 0.52 34.0 Approach 50 3.0 56 3.0 0.069 5.2 LOS A 0.3 6.9 0.52 0.43 0.52 34.5 West: RoadName 5 L2 36 3.0 40 3.0 0.297 5.8 LOS A 1.6 40.9 0.34 0.20 0.34 34.5 2 T1 105 2.9 117 2.9 0.297 5.8 LOS A 1.6 40.9 0.34 0.20 0.34 34.4 12 R2 176 1.2 196 1.2 0.297 5.8 LOS A 1.6 40.9 0.34 0.20 0.34 33.4 Approach 317 2.0 352 2.0 0.297 5.8 LOS A 1.6 40.9 0.34 0.20 0.34 33.9 All Vehicles 1003 2.5 1114 2.5 0.467 7.0 LOS A 3.0 77.3 0.44 0.31 0.44 32.7 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Friday, October 7, 2022 12:10:57 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 109 [Beacon Light Road / Pollard Road AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 12 0.0 12 0.0 0.314 8.5 LOS A 1.4 35.2 0.66 0.56 0.66 31.3 8 T1 All MCs 53 0.0 53 0.0 0.314 8.5 LOS A 1.4 35.2 0.66 0.56 0.66 31.9 18 R2 All MCs 156 3.1 156 3.1 0.314 9.1 LOS A 1.4 35.2 0.66 0.56 0.66 31.6 Approach 221 2.2 221 2.2 0.314 8.9 LOS A 1.4 35.2 0.66 0.56 0.66 31.7 East: RoadName 1 L2 All MCs 44 6.7 44 6.7 0.117 3.8 LOS A 0.5 12.4 0.18 0.07 0.18 32.9 6 T1 All MCs 164 8.0 164 8.0 0.117 3.9 LOS A 0.5 12.5 0.18 0.07 0.18 34.0 16 R2 All MCs 87 0.0 87 0.0 0.117 3.5 LOS A 0.5 12.5 0.18 0.07 0.18 34.3 Approach 296 5.5 296 5.5 0.117 3.8 LOS A 0.5 12.5 0.18 0.07 0.18 33.9 North: RoadName 7 L2 All MCs 126 0.0 126 0.0 0.183 4.9 LOS A 0.9 21.6 0.41 0.25 0.41 31.8 4 T1 All MCs 43 0.0 43 0.0 0.183 4.9 LOS A 0.9 21.6 0.41 0.25 0.41 32.4 14 R2 All MCs 29 0.0 29 0.0 0.183 4.9 LOS A 0.9 21.6 0.41 0.25 0.41 32.1 Approach 198 0.0 198 0.0 0.183 4.9 LOS A 0.9 21.6 0.41 0.25 0.41 32.0 West: RoadName 5 L2 All MCs 3 0.0 3 0.0 0.221 4.9 LOS A 1.0 25.0 0.37 0.22 0.37 33.3 2 T1 All MCs 480 3.3 480 3.3 0.221 5.2 LOS A 1.0 25.1 0.37 0.22 0.37 33.9 12 R2 All MCs 12 0.0 12 0.0 0.221 4.9 LOS A 1.0 25.1 0.37 0.22 0.37 33.6 Approach 496 3.2 496 3.2 0.221 5.2 LOS A 1.0 25.1 0.37 0.22 0.37 33.9 All Vehicles 1210 3.0 1210 3.0 0.314 5.5 LOS A 1.4 35.2 0.38 0.25 0.38 33.1 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 2:43:26 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 109 [Beacon Light Road / Pollard Road PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 351 0.0 351 0.0 0.767 17.6 LOS C 14.5 362.6 0.91 0.93 1.62 27.3 8 T1 All MCs 242 0.0 242 0.0 0.767 17.6 LOS C 14.5 362.6 0.91 0.93 1.62 27.8 18 R2 All MCs 174 0.0 174 0.0 0.767 17.6 LOS C 14.5 362.6 0.91 0.93 1.62 27.6 Approach 768 0.0 768 0.0 0.767 17.6 LOS C 14.5 362.6 0.91 0.93 1.62 27.5 East: RoadName 1 L2 All MCs 182 0.0 182 0.0 0.619 14.1 LOS B 5.1 129.0 0.78 0.81 1.23 28.7 6 T1 All MCs 686 0.9 686 0.9 0.619 14.3 LOS B 5.1 129.0 0.78 0.81 1.23 29.5 16 R2 All MCs 140 0.0 140 0.0 0.619 14.1 LOS B 5.1 128.9 0.78 0.81 1.23 29.6 Approach 1008 0.6 1008 0.6 0.619 14.3 LOS B 5.1 129.0 0.78 0.81 1.23 29.4 North: RoadName 7 L2 All MCs 68 0.0 68 0.0 0.284 14.0 LOS B 1.1 27.6 0.78 0.80 0.85 28.3 4 T1 All MCs 34 0.0 34 0.0 0.284 14.0 LOS B 1.1 27.6 0.78 0.80 0.85 28.8 14 R2 All MCs 10 0.0 10 0.0 0.284 14.0 LOS B 1.1 27.6 0.78 0.80 0.85 28.6 Approach 112 0.0 112 0.0 0.284 14.0 LOS B 1.1 27.6 0.78 0.80 0.85 28.5 West: RoadName 5 L2 All MCs 6 0.0 6 0.0 0.119 4.2 LOS A 0.5 12.2 0.39 0.25 0.39 33.6 2 T1 All MCs 238 1.4 238 1.4 0.119 4.4 LOS A 0.5 12.2 0.39 0.25 0.39 34.3 12 R2 All MCs 13 0.0 13 0.0 0.119 4.2 LOS A 0.5 12.2 0.39 0.25 0.39 34.0 Approach 257 1.3 257 1.3 0.119 4.4 LOS A 0.5 12.2 0.39 0.25 0.39 34.3 All Vehicles 2144 0.4 2144 0.4 0.767 14.3 LOS B 14.5 362.6 0.78 0.79 1.25 29.1 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 2:43:47 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 111 [Beacon Light Road / Palmer Lane AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 27 0.0 30 0.0 0.176 10.9 LOS B 0.6 16.1 0.72 0.72 0.72 31.0 18 R2 38 14.3 42 14.3 0.176 12.0 LOS B 0.6 16.1 0.72 0.72 0.72 29.8 Approach 65 8.4 72 8.4 0.176 11.5 LOS B 0.6 16.1 0.72 0.72 0.72 30.3 East: RoadName 1 L2 24 0.0 27 0.0 0.204 4.3 LOS A 1.0 24.5 0.12 0.04 0.12 35.5 6 T1 484 0.0 538 0.0 0.204 4.3 LOS A 1.0 24.5 0.12 0.04 0.12 35.6 Approach 508 0.0 564 0.0 0.204 4.3 LOS A 1.0 24.5 0.12 0.04 0.12 35.6 West: RoadName 2 T1 992 0.8 1102 0.8 0.408 6.5 LOS A 2.6 64.8 0.15 0.05 0.15 34.5 12 R2 19 0.0 21 0.0 0.408 6.4 LOS A 2.6 64.8 0.15 0.05 0.15 33.5 Approach 1011 0.8 1123 0.8 0.408 6.5 LOS A 2.6 64.8 0.15 0.05 0.15 34.5 All Vehicles 1584 0.8 1760 0.8 0.408 6.0 LOS A 2.6 64.8 0.17 0.07 0.17 34.6 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Friday, October 7, 2022 12:12:55 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 111 [Beacon Light Road / Palmer Lane PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 115 4.8 121 4.8 0.175 6.2 LOS A 0.7 19.0 0.54 0.48 0.54 32.3 18 R2 22 0.0 23 0.0 0.175 6.0 LOS A 0.7 19.0 0.54 0.48 0.54 31.5 Approach 137 4.0 144 4.0 0.175 6.2 LOS A 0.7 19.0 0.54 0.48 0.54 32.2 East: RoadName 1 L2 5 0.0 5 0.0 0.547 9.0 LOS A 4.0 100.9 0.44 0.27 0.44 33.3 6 T1 1303 0.6 1372 0.6 0.547 9.0 LOS A 4.0 100.9 0.44 0.27 0.44 33.2 Approach 1308 0.6 1377 0.6 0.547 9.0 LOS A 4.0 100.9 0.44 0.27 0.44 33.2 West: RoadName 2 T1 442 0.6 465 0.6 0.173 4.0 LOS A 0.8 20.0 0.04 0.01 0.04 35.9 12 R2 19 0.0 20 0.0 0.173 3.9 LOS A 0.8 20.0 0.04 0.01 0.04 34.7 Approach 461 0.6 485 0.6 0.173 4.0 LOS A 0.8 20.0 0.04 0.01 0.04 35.8 All Vehicles 1906 0.8 2006 0.8 0.547 7.6 LOS A 4.0 100.9 0.35 0.22 0.35 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Friday, October 7, 2022 12:13:21 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 113 [Floating Feather Road / Star Road AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 101 3.1 112 3.1 0.271 5.9 LOS A 1.4 34.9 0.42 0.29 0.42 33.6 18 R2 164 2.2 182 2.2 0.271 5.9 LOS A 1.4 34.9 0.42 0.29 0.42 32.6 Approach 265 2.5 294 2.5 0.271 5.9 LOS A 1.4 34.9 0.42 0.29 0.42 33.0 East: RoadName 1 L2 350 4.4 389 4.4 0.399 7.1 LOS A 2.4 62.1 0.36 0.21 0.36 32.0 6 T1 75 0.0 83 0.0 0.399 6.9 LOS A 2.4 62.1 0.36 0.21 0.36 32.0 Approach 425 3.6 472 3.6 0.399 7.0 LOS A 2.4 62.1 0.36 0.21 0.36 32.0 West: RoadName 2 T1 185 2.9 206 2.9 0.506 10.6 LOS B 3.8 95.3 0.68 0.71 0.87 32.4 12 R2 222 1.2 247 1.2 0.506 10.6 LOS B 3.8 95.3 0.68 0.71 0.87 31.5 Approach 407 2.0 452 2.0 0.506 10.6 LOS B 3.8 95.3 0.68 0.71 0.87 31.9 All Vehicles 1097 2.8 1219 2.8 0.506 8.1 LOS A 3.8 95.3 0.49 0.41 0.57 32.2 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Friday, October 7, 2022 12:13:59 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 113 [Floating Feather Road / Star Road PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 139 0.0 153 0.0 0.337 6.2 LOS A 2.0 49.2 0.36 0.21 0.36 33.6 18 R2 231 0.0 254 0.0 0.337 6.2 LOS A 2.0 49.2 0.36 0.21 0.36 32.6 Approach 370 0.0 407 0.0 0.337 6.2 LOS A 2.0 49.2 0.36 0.21 0.36 33.0 East: RoadName 1 L2 623 1.8 685 1.8 0.797 17.9 LOS C 18.7 471.3 0.85 0.75 1.17 28.1 6 T1 222 0.0 244 0.0 0.797 17.9 LOS C 18.7 471.3 0.85 0.75 1.17 28.0 Approach 845 1.3 929 1.3 0.797 17.9 LOS C 18.7 471.3 0.85 0.75 1.17 28.0 West: RoadName 2 T1 120 0.0 132 0.0 0.494 12.9 LOS B 3.1 79.3 0.75 0.86 1.09 31.3 12 R2 182 1.5 200 1.5 0.494 13.0 LOS B 3.1 79.3 0.75 0.86 1.09 30.5 Approach 302 0.9 332 0.9 0.494 12.9 LOS B 3.1 79.3 0.75 0.86 1.09 30.8 All Vehicles 1517 0.9 1667 0.9 0.797 14.1 LOS B 18.7 471.3 0.71 0.64 0.96 29.6 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Friday, October 7, 2022 12:14:23 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 114 [Floating Feather Road / Plummer Road AM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 96 2.9 103 2.9 0.157 4.8 LOS A 0.7 18.1 0.38 0.25 0.38 33.6 18 R2 62 0.0 67 0.0 0.157 4.7 LOS A 0.7 18.1 0.38 0.25 0.38 32.7 Approach 158 1.8 170 1.8 0.157 4.7 LOS A 0.7 18.1 0.38 0.25 0.38 33.3 East: RoadName 1 L2 40 6.7 43 6.7 0.121 4.1 LOS A 0.5 13.7 0.25 0.12 0.25 34.7 6 T1 91 5.9 98 5.9 0.121 4.1 LOS A 0.5 13.7 0.25 0.12 0.25 34.8 Approach 131 6.1 141 6.1 0.121 4.1 LOS A 0.5 13.7 0.25 0.12 0.25 34.7 West: RoadName 2 T1 198 2.7 213 2.7 0.439 7.1 LOS A 3.1 78.0 0.24 0.10 0.24 34.1 12 R2 334 0.0 359 0.0 0.439 7.1 LOS A 3.1 78.0 0.24 0.10 0.24 33.1 Approach 532 1.0 572 1.0 0.439 7.1 LOS A 3.1 78.0 0.24 0.10 0.24 33.5 All Vehicles 821 2.0 883 2.0 0.439 6.2 LOS A 3.1 78.0 0.27 0.13 0.27 33.6 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Friday, October 7, 2022 12:15:33 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 114 [Floating Feather Road / Plummer Road PM (Site Folder: General)] 2045 Background Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 374 0.0 416 0.0 0.429 7.6 LOS A 2.7 67.8 0.48 0.33 0.48 31.8 18 R2 67 0.0 74 0.0 0.429 7.6 LOS A 2.7 67.8 0.48 0.33 0.48 30.9 Approach 441 0.0 490 0.0 0.429 7.6 LOS A 2.7 67.8 0.48 0.33 0.48 31.6 East: RoadName 1 L2 91 0.0 101 0.0 0.589 12.5 LOS B 5.8 144.0 0.75 0.86 1.12 31.3 6 T1 388 0.0 431 0.0 0.589 12.5 LOS B 5.8 144.0 0.75 0.86 1.12 31.2 Approach 479 0.0 532 0.0 0.589 12.5 LOS B 5.8 144.0 0.75 0.86 1.12 31.2 West: RoadName 2 T1 166 0.0 184 0.0 0.376 6.5 LOS A 2.4 58.8 0.33 0.18 0.33 34.4 12 R2 255 0.0 283 0.0 0.376 6.5 LOS A 2.4 58.8 0.33 0.18 0.33 33.4 Approach 421 0.0 468 0.0 0.376 6.5 LOS A 2.4 58.8 0.33 0.18 0.33 33.8 All Vehicles 1341 0.0 1490 0.0 0.589 9.0 LOS A 5.8 144.0 0.53 0.47 0.66 32.1 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 I Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise I Processed: Friday, October 7, 2022 12:16:06 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\2045_TT+.sip9 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic 104 Disconnect AM Peak 102: Blessinger Road & Purple Sage Road 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 1 Intersection Int Delay, s/veh 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 9 1 25 4 25 1 56 50 12 28 20 Future Vol, veh/h 43 9 1 25 4 25 1 56 50 12 28 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 48 10 1 28 4 28 1 62 56 13 31 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 32 0 0 11 0 0 208 195 11 240 181 18 Stage 1 - - - - - - 107 107 - 74 74 - Stage 2 - - - - - - 101 88 - 166 107 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1593 - - 1621 - - [PHONE REDACTED] [PHONE REDACTED] Stage 1 - - - - - - 903 811 - 940 837 - Stage 2 - - - - - - 910 826 - 841 811 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1593 - - 1621 - - [PHONE REDACTED] [PHONE REDACTED] Mov Cap-2 Maneuver - - - - - - 687 671 - 610 683 - Stage 1 - - - - - - 876 787 - 912 822 - Stage 2 - - - - - - 842 811 - 712 787 - Approach EB WB NB SB HCM Control Delay, s 5.9 3.4 10.2 10.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 814 1593 - - 1621 - - 755 HCM Lane V/C Ratio 0.146 0.03 - - 0.017 - - 0.088 HCM Control Delay 10.2 7.3 0 - 7.3 0 - 10.2 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.5 0.1 - - 0.1 - - 0.3 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic 104 Disconnect AM Peak 106: Deep Canyon Drive & High Canyon Way 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 2 Intersection Int Delay, s/veh 4.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 28 113 78 29 57 41 Future Vol, veh/h 28 113 78 29 57 41 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 31 126 87 32 63 46 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 157 0 300 94 Stage 1 - - - - 94 - Stage 2 - - - - 206 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1435 - 696 968 Stage 1 - - - - 935 - Stage 2 - - - - 833 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1435 - 653 968 Mov Cap-2 Maneuver - - - - 653 - Stage 1 - - - - 935 - Stage 2 - - - - 781 - Approach EB WB NB HCM Control Delay, s 0 5.6 10.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 756 - - 1435 - HCM Lane V/C Ratio 0.144 - - 0.06 - HCM Control Delay 10.6 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.5 - - 0.2 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic 104 Disconnect AM Peak 108: Wing Road & Beacon Light Road 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 3 Intersection Int Delay, s/veh 5.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 52 268 107 92 193 96 Future Vol, veh/h 52 268 107 92 193 96 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 200 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 58 298 119 102 214 107 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 221 0 - 0 533 119 Stage 1 - - - - 119 - Stage 2 - - - - 414 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1360 - - - 511 938 Stage 1 - - - - 911 - Stage 2 - - - - 671 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1360 - - - 489 938 Mov Cap-2 Maneuver - - - - 489 - Stage 1 - - - - 872 - Stage 2 - - - - 671 - Approach EB WB SB HCM Control Delay, s 1.3 0 15.1 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1360 - - - 489 938 HCM Lane V/C Ratio 0.042 - - - 0.439 0.114 HCM Control Delay 7.8 - - - 18 9.3 HCM Lane LOS A - - - C A HCM 95th %tile Q(veh) 0.1 - - - 2.2 0.4 ---PAGE BREAK--- Queues 2045 Total Traffic 104 Disconnect AM Peak 109: Beacon Light Road 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 3 575 44 204 87 12 209 126 72 v/c Ratio 0.01 0.46 0.15 0.16 0.14 0.03 0.36 0.38 0.14 Control Delay 6.3 8.4 8.1 6.8 2.9 8.4 5.3 12.6 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 8.4 8.1 6.8 2.9 8.4 5.3 12.6 6.5 Queue Length 50th (ft) 0 28 4 8 0 1 5 14 4 Queue Length 95th (ft) 3 72 19 27 16 9 39 50 24 Internal Link Dist (ft) 1982 1289 1853 1312 Turn Bay Length (ft) 200 200 200 200 200 Base Capacity (vph) 704 2139 491 2144 [PHONE REDACTED] 707 1071 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.27 0.09 0.10 0.09 0.01 0.20 0.18 0.07 Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic 104 Disconnect AM Peak 109: Beacon Light Road 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 507 11 40 184 78 11 48 140 113 39 26 Future Volume (vph) 3 507 11 40 184 78 11 48 140 113 39 26 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.89 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1676 3342 1676 3353 1500 1676 1567 1676 1658 Flt Permitted 0.62 1.00 0.44 1.00 1.00 0.71 1.00 0.63 1.00 Satd. Flow (perm) 1101 3342 769 3353 1500 1253 1567 1107 1658 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 3 563 12 44 204 87 12 53 156 126 43 29 RTOR Reduction (vph) 0 3 0 0 0 54 0 108 0 0 20 0 Lane Group Flow (vph) 3 572 0 44 204 33 12 101 0 126 52 0 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 11.1 11.1 11.1 11.1 11.1 9.0 9.0 9.0 9.0 Effective Green, g 11.1 11.1 11.1 11.1 11.1 9.0 9.0 9.0 9.0 Actuated g/C Ratio 0.38 0.38 0.38 0.38 0.38 0.31 0.31 0.31 0.31 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 419 1274 293 1278 572 387 484 342 512 v/s Ratio Prot c0.17 0.06 0.06 0.03 v/s Ratio Perm 0.00 0.06 0.02 0.01 c0.11 v/c Ratio 0.01 0.45 0.15 0.16 0.06 0.03 0.21 0.37 0.10 Uniform Delay, d1 5.6 6.7 5.9 5.9 5.7 7.0 7.4 7.8 7.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.3 0.2 0.1 0.0 0.0 0.2 0.7 0.1 Delay 5.6 7.0 6.1 6.0 5.7 7.0 7.6 8.5 7.3 Level of Service A A A A A A A A A Approach Delay 7.0 5.9 7.6 8.1 Approach LOS A A A A Intersection Summary HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length 29.1 Sum of lost time 9.0 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic 104 Disconnect AM Peak 109: Beacon Light Road 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 507 11 40 184 78 11 48 140 113 39 26 Future Volume (veh/h) 3 507 11 40 184 78 11 48 140 113 39 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 3 563 12 44 204 87 12 53 156 126 43 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 602 1110 24 454 1109 494 657 122 359 526 303 205 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1088 3371 72 838 3367 1502 1328 396 1166 1173 987 665 Grp Volume(v), veh/h 3 281 294 44 204 87 12 0 209 126 0 72 Grp Sat Flow(s),veh/h/ln 1088 1683 1759 838 1683 1502 1328 0 1562 1173 0 1652 Q Serve(g_s), s 0.0 3.3 3.3 1.1 1.1 1.0 0.2 0.0 2.7 2.4 0.0 0.8 Cycle Q Clear(g_c), s 1.1 3.3 3.3 4.4 1.1 1.0 0.9 0.0 2.7 5.0 0.0 0.8 Prop In Lane 1.00 0.04 1.00 1.00 1.00 0.75 1.00 0.40 Lane Grp Cap(c), veh/h 602 554 [PHONE REDACTED] 494 657 0 480 526 0 508 V/C Ratio(X) 0.00 0.51 0.51 0.10 0.18 0.18 0.02 0.00 0.44 0.24 0.00 0.14 Avail Cap(c_a), veh/h 1034 1223 1278 786 2446 1091 1213 0 1135 1017 0 1200 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 6.3 6.7 6.7 8.5 5.9 5.9 6.6 0.0 6.9 8.9 0.0 6.2 Incr Delay (d2), s/veh 0.0 0.7 0.7 0.1 0.1 0.2 0.0 0.0 0.6 0.2 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.7 0.7 0.1 0.2 0.2 0.0 0.0 0.5 0.4 0.0 0.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 6.3 7.4 7.4 8.6 6.0 6.1 6.6 0.0 7.5 9.1 0.0 6.3 LOS A A A A A A A A A A A A Approach Vol, veh/h 578 335 221 198 Approach Delay, s/veh 7.4 6.4 7.4 8.1 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 12.1 12.7 12.1 12.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 4.7 5.3 7.0 6.4 Green Ext Time s 1.0 2.8 0.6 1.4 Intersection Summary HCM 6th Ctrl Delay 7.2 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic 104 Disconnect AM Peak 110: SH 16 & Beacon Light Road 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 289 360 149 101 119 137 399 200 293 999 7 v/c Ratio 0.07 0.80 0.60 0.61 0.20 0.14 0.56 0.36 0.33 0.58 0.81 0.01 Control Delay 29.8 64.0 27.4 43.3 38.1 2.2 26.7 33.8 8.5 22.5 42.9 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.8 64.0 27.4 43.3 38.1 2.2 26.7 33.8 8.5 22.5 42.9 0.0 Queue Length 50th (ft) 13 224 175 88 66 0 53 127 14 126 372 0 Queue Length 95th (ft) 35 345 270 153 123 10 105 198 77 221 #595 0 Internal Link Dist (ft) 1229 2042 2073 1304 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 326 547 753 [PHONE REDACTED] 416 1423 [PHONE REDACTED] 676 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.53 0.48 0.61 0.17 0.12 0.33 0.28 0.27 0.54 0.78 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic 104 Disconnect AM Peak 110: SH 16 & Beacon Light Road 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 260 324 134 91 107 123 359 180 264 899 6 Future Volume (vph) 21 260 324 134 91 107 123 359 180 264 899 6 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 9.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 2693 1693 3353 1485 1710 3353 1530 Flt Permitted 0.69 1.00 1.00 0.28 1.00 1.00 0.15 1.00 1.00 0.44 1.00 1.00 Satd. Flow (perm) 1245 1765 1530 493 1782 2693 263 3353 1485 789 3353 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 23 289 360 149 101 119 137 399 200 293 999 7 RTOR Reduction (vph) 0 0 65 0 0 86 0 0 118 0 0 4 Lane Group Flow (vph) 23 289 295 149 101 33 137 399 82 293 999 3 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA pm+ov pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 3 5 2 2 3 8 8 7 4 4 Permitted Phases 6 6 2 8 4 Actuated Green, G 31.5 28.7 40.1 44.1 35.0 35.0 52.4 41.0 41.0 61.6 45.6 45.6 Effective Green, g 31.5 28.7 40.1 44.1 35.0 35.0 52.4 41.0 41.0 61.6 45.6 45.6 Actuated g/C Ratio 0.25 0.23 0.32 0.35 0.28 0.28 0.41 0.32 0.32 0.49 0.36 0.36 Clearance Time 7.0 7.0 9.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 2.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 319 399 483 255 491 [PHONE REDACTED] [PHONE REDACTED] 550 v/s Ratio Prot 0.00 c0.16 0.05 c0.04 0.06 0.01 0.05 0.12 0.05 c0.07 c0.30 0.00 v/s Ratio Perm 0.02 0.14 0.16 0.19 0.21 v/c Ratio 0.07 0.72 0.61 0.58 0.21 0.04 0.58 0.37 0.17 0.59 0.83 0.00 Uniform Delay, d1 36.3 45.4 36.7 31.1 35.2 33.6 25.9 33.0 30.7 20.5 37.0 26.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 6.4 1.6 2.2 0.2 0.0 2.1 0.4 0.4 1.1 5.4 0.0 Delay 36.3 51.8 38.3 33.3 35.4 33.7 28.0 33.4 31.1 21.6 42.5 26.0 Level of Service D D D C D C C C C C D C Approach Delay 44.1 34.0 31.8 37.7 Approach LOS D C C D Intersection Summary HCM 2000 Control Delay 37.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length 126.8 Sum of lost time 32.0 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic 104 Disconnect AM Peak 110: SH 16 & Beacon Light Road 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 260 324 134 91 107 123 359 180 264 899 6 Future Volume (veh/h) 21 260 324 134 91 107 123 359 180 264 899 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 23 289 360 149 101 119 137 399 200 293 999 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 385 434 485 256 528 794 225 972 [PHONE REDACTED] 535 Arrive On Green 0.02 0.25 0.25 0.07 0.30 0.30 0.07 0.29 0.29 0.13 0.35 0.35 Sat Flow, veh/h 1714 1772 1525 1674 1786 2685 1701 3367 1490 1714 3367 1525 Grp Volume(v), veh/h 23 289 360 149 101 119 137 399 200 293 999 7 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1342 1701 1683 1490 1714 1683 1525 Q Serve(g_s), s 1.2 18.2 26.1 8.1 5.2 4.0 6.9 11.8 13.6 14.6 33.9 0.4 Cycle Q Clear(g_c), s 1.2 18.2 26.1 8.1 5.2 4.0 6.9 11.8 13.6 14.6 33.9 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 385 434 485 256 528 794 225 972 [PHONE REDACTED] 535 V/C Ratio(X) 0.06 0.67 0.74 0.58 0.19 0.15 0.61 0.41 0.47 0.65 0.85 0.01 Avail Cap(c_a), veh/h 417 544 579 256 606 [PHONE REDACTED] [PHONE REDACTED] 579 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 33.7 42.1 37.7 32.6 32.5 32.1 31.1 35.5 36.2 25.3 37.1 26.2 Incr Delay (d2), s/veh 0.0 2.2 4.2 2.2 0.2 0.1 1.0 0.6 1.7 2.1 5.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 8.2 10.2 3.5 2.3 1.3 2.9 5.0 5.2 6.1 14.8 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 33.7 44.3 41.9 34.8 32.7 32.2 32.1 36.1 37.8 27.3 43.0 26.2 LOS C D D C C C C D D C D C Approach Vol, veh/h 672 [PHONE REDACTED] Approach Delay, s/veh 42.6 33.4 35.8 39.3 Approach LOS D C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.7 43.6 18.0 52.4 16.0 37.3 25.7 44.7 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 42.0 24.0 47.0 9.0 38.0 19.0 52.0 Max Q Clear Time (g_c+I1), s 3.2 7.2 8.9 35.9 10.1 28.1 16.6 15.6 Green Ext Time s 0.0 1.1 0.1 7.5 0.0 2.3 0.1 7.5 Intersection Summary HCM 6th Ctrl Delay 38.5 HCM 6th LOS D ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic 104 Disconnect AM Peak 1034: 01/13/2023 TT AM 4:47 pm 10/10/2022 11 Report Page 10 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 68 493 646 0 1678 Future Vol, veh/h 0 68 493 646 0 1678 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - 505 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 76 548 718 0 1864 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 274 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 724 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 724 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 10.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBT SBT Capacity (veh/h) - - 724 - HCM Lane V/C Ratio - - 0.104 - HCM Control Delay - - 10.6 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.3 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic 104 Disconnect PM Peak 102: Blessinger Road & Purple Sage Road 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 1 Intersection Int Delay, s/veh 9.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 6 1 62 11 20 1 47 41 32 70 54 Future Vol, veh/h 33 6 1 62 11 20 1 47 41 32 70 54 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 37 7 1 69 12 22 1 52 46 36 78 60 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 34 0 0 8 0 0 312 254 8 292 243 23 Stage 1 - - - - - - 82 82 - 161 161 - Stage 2 - - - - - - 230 172 - 131 82 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1591 - - 1625 - - [PHONE REDACTED] [PHONE REDACTED] Stage 1 - - - - - - 931 831 - 846 769 - Stage 2 - - - - - - 777 760 - 877 831 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1591 - - 1625 - - [PHONE REDACTED] [PHONE REDACTED] Mov Cap-2 Maneuver - - - - - - 522 611 - 565 619 - Stage 1 - - - - - - 910 812 - 827 736 - Stage 2 - - - - - - 627 727 - 768 812 - Approach EB WB NB SB HCM Control Delay, s 6 4.9 10.4 11.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 762 1591 - - 1625 - - 707 HCM Lane V/C Ratio 0.13 0.023 - - 0.042 - - 0.245 HCM Control Delay 10.4 7.3 0 - 7.3 0 - 11.7 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.4 0.1 - - 0.1 - - 1 ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic 104 Disconnect PM Peak 106: Deep Canyon Drive & High Canyon Way 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 2 Intersection Int Delay, s/veh 7.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 73 96 74 61 145 110 Future Vol, veh/h 73 96 74 61 145 110 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 81 107 82 68 161 122 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 188 0 367 135 Stage 1 - - - - 135 - Stage 2 - - - - 232 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1398 - 637 919 Stage 1 - - - - 896 - Stage 2 - - - - 811 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1398 - 598 919 Mov Cap-2 Maneuver - - - - 598 - Stage 1 - - - - 896 - Stage 2 - - - - 762 - Approach EB WB NB HCM Control Delay, s 0 4.2 13.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 704 - - 1398 - HCM Lane V/C Ratio 0.402 - - 0.059 - HCM Control Delay 13.5 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.9 - - 0.2 - ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic 104 Disconnect PM Peak 108: Wing Road & Beacon Light Road 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 3 Intersection Int Delay, s/veh 12.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 172 139 485 248 149 109 Future Vol, veh/h 172 139 485 248 149 109 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 200 200 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 191 154 539 276 166 121 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 815 0 - 0 1075 539 Stage 1 - - - - 539 - Stage 2 - - - - 536 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 821 - - - 245 546 Stage 1 - - - - 589 - Stage 2 - - - - 591 - Platoon blocked, % - - - Mov Cap-1 Maneuver 821 - - - 188 546 Mov Cap-2 Maneuver - - - - 188 - Stage 1 - - - - 452 - Stage 2 - - - - 591 - Approach EB WB SB HCM Control Delay, s 5.9 0 56.8 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 821 - - - 188 546 HCM Lane V/C Ratio 0.233 - - - 0.881 0.222 HCM Control Delay 10.7 - - - 88.4 13.5 HCM Lane LOS B - - - F B HCM 95th %tile Q(veh) 0.9 - - - 6.6 0.8 ---PAGE BREAK--- Queues 2045 Total Traffic 104 Disconnect PM Peak 109: Beacon Light Road 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 6 317 182 790 140 351 416 68 44 v/c Ratio 0.03 0.24 0.47 0.60 0.21 0.73 0.61 0.24 0.07 Control Delay 8.8 8.9 14.8 12.4 3.2 22.2 12.4 11.7 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.8 8.9 14.8 12.4 3.2 22.2 12.4 11.7 7.3 Queue Length 50th (ft) 1 25 33 79 0 71 58 11 5 Queue Length 95th (ft) 6 46 76 123 23 #175 124 32 19 Internal Link Dist (ft) 1982 1289 1853 1312 Turn Bay Length (ft) 200 200 200 200 200 Base Capacity (vph) 239 1559 460 1563 774 599 822 344 800 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.20 0.40 0.51 0.18 0.59 0.51 0.20 0.06 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic 104 Disconnect PM Peak 109: Beacon Light Road 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 274 12 164 711 126 316 218 157 61 31 9 Future Volume (vph) 5 274 12 164 711 126 316 218 157 61 31 9 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.94 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1676 3332 1676 3353 1500 1676 1654 1676 1705 Flt Permitted 0.29 1.00 0.56 1.00 1.00 0.73 1.00 0.42 1.00 Satd. Flow (perm) 513 3332 987 3353 1500 1285 1654 740 1705 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 6 304 13 182 790 140 351 242 174 68 34 10 RTOR Reduction (vph) 0 7 0 0 0 85 0 59 0 0 6 0 Lane Group Flow (vph) 6 310 0 182 790 55 351 357 0 68 38 0 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 Actuated Green, G 15.6 15.6 15.6 15.6 15.6 15.1 15.1 15.1 15.1 Effective Green, g 15.6 15.6 15.6 15.6 15.6 15.1 15.1 15.1 15.1 Actuated g/C Ratio 0.39 0.39 0.39 0.39 0.39 0.38 0.38 0.38 0.38 Clearance Time 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 201 1309 387 1317 589 488 629 281 648 v/s Ratio Prot 0.09 c0.24 0.22 0.02 v/s Ratio Perm 0.01 0.18 0.04 c0.27 0.09 v/c Ratio 0.03 0.24 0.47 0.60 0.09 0.72 0.57 0.24 0.06 Uniform Delay, d1 7.4 8.1 9.0 9.6 7.6 10.5 9.7 8.4 7.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.9 0.7 0.1 5.0 1.2 0.4 0.0 Delay 7.5 8.2 9.9 10.3 7.7 15.5 10.9 8.8 7.8 Level of Service A A A B A B B A A Approach Delay 8.1 9.9 13.0 8.4 Approach LOS A A B A Intersection Summary HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 39.7 Sum of lost time 9.0 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic 104 Disconnect PM Peak 109: Beacon Light Road 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 274 12 164 711 126 316 218 157 61 31 9 Future Volume (veh/h) 5 274 12 164 711 126 316 218 157 61 31 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 6 304 13 182 790 140 351 242 174 68 34 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 318 1257 54 541 1286 574 677 350 252 349 481 141 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 602 3290 140 1063 3367 1502 1362 959 [PHONE REDACTED] 387 Grp Volume(v), veh/h 6 155 162 182 790 140 351 0 416 68 0 44 Grp Sat Flow(s),veh/h/ln 602 1683 1747 1063 1683 1502 1362 0 1648 970 0 1702 Q Serve(g_s), s 0.3 2.2 2.3 5.0 6.8 2.3 8.1 0.0 7.6 2.3 0.0 0.6 Cycle Q Clear(g_c), s 7.0 2.2 2.3 7.3 6.8 2.3 8.7 0.0 7.6 9.9 0.0 0.6 Prop In Lane 1.00 0.08 1.00 1.00 1.00 0.42 1.00 0.23 Lane Grp Cap(c), veh/h 318 643 [PHONE REDACTED] 574 677 0 602 349 0 622 V/C Ratio(X) 0.02 0.24 0.24 0.34 0.61 0.24 0.52 0.00 0.69 0.20 0.00 0.07 Avail Cap(c_a), veh/h 392 850 [PHONE REDACTED] 758 867 0 832 484 0 860 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 11.7 7.5 7.5 10.0 8.9 7.5 10.2 0.0 9.6 13.8 0.0 7.4 Incr Delay (d2), s/veh 0.0 0.2 0.2 0.4 0.5 0.2 0.6 0.0 1.4 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.6 0.6 0.9 1.8 0.5 1.8 0.0 2.1 0.4 0.0 0.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.8 7.7 7.7 10.3 9.4 7.7 10.8 0.0 11.0 14.1 0.0 7.4 LOS B A A B A A B A B B A A Approach Vol, veh/h 323 1112 767 112 Approach Delay, s/veh 7.8 9.3 10.9 11.5 Approach LOS A A B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 17.5 18.1 17.5 18.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 10.7 9.0 11.9 9.3 Green Ext Time s 2.4 1.2 0.2 4.3 Intersection Summary HCM 6th Ctrl Delay 9.7 HCM 6th LOS A ---PAGE BREAK--- Queues 2045 Total Traffic 104 Disconnect PM Peak 110: SH 16 & Beacon Light Road 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 71 141 202 176 517 [PHONE REDACTED] 96 118 539 44 v/c Ratio 0.46 0.26 0.33 0.39 0.87 0.61 0.69 0.86 0.16 0.69 0.59 0.08 Control Delay 38.4 40.2 5.2 32.3 62.6 29.1 35.2 53.6 2.0 50.5 52.7 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.4 40.2 5.2 32.3 62.6 29.1 35.2 53.6 2.0 50.5 52.7 0.3 Queue Length 50th (ft) 43 107 0 115 486 203 170 507 0 67 250 0 Queue Length 95th (ft) 77 166 52 173 642 276 251 621 13 #174 356 0 Internal Link Dist (ft) 1229 2042 2073 1304 Turn Bay Length (ft) 100 100 100 100 100 100 100 100 Base Capacity (vph) 155 644 692 [PHONE REDACTED] 539 1270 647 176 920 563 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.22 0.29 0.39 0.74 0.54 0.50 0.80 0.15 0.67 0.59 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 2045 Total Traffic 104 Disconnect PM Peak 110: SH 16 & Beacon Light Road 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 138 198 172 507 [PHONE REDACTED] 94 116 528 43 Future Volume (vph) 70 138 198 172 507 [PHONE REDACTED] 94 116 528 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1710 1765 1530 1660 1782 2693 1693 3353 1485 1710 3353 1530 Flt Permitted 0.18 1.00 1.00 0.59 1.00 1.00 0.27 1.00 1.00 0.15 1.00 1.00 Satd. Flow (perm) 317 1765 1530 1032 1782 2693 479 3353 1485 262 3353 1530 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 141 202 176 517 [PHONE REDACTED] 96 118 539 44 RTOR Reduction (vph) 0 0 140 0 0 145 0 0 62 0 0 32 Lane Group Flow (vph) 71 141 62 176 517 [PHONE REDACTED] 34 118 539 12 Heavy Vehicles 0% 2% 0% 3% 1% 0% 1% 2% 3% 0% 2% 0% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot Protected Phases 1 6 6 5 2 2 3 8 8 7 4 4 Permitted Phases 6 2 8 4 Actuated Green, G 51.2 46.1 46.1 59.2 50.1 50.1 71.0 53.2 53.2 49.9 41.1 41.1 Effective Green, g 51.2 46.1 46.1 59.2 50.1 50.1 71.0 53.2 53.2 49.9 41.1 41.1 Actuated g/C Ratio 0.34 0.31 0.31 0.40 0.34 0.34 0.48 0.36 0.36 0.33 0.28 0.28 Clearance Time 7.0 7.0 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 9.0 9.0 Vehicle Extension 2.0 3.0 3.0 2.0 3.0 3.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 156 545 472 447 598 [PHONE REDACTED] 529 173 923 421 v/s Ratio Prot 0.02 0.08 0.04 c0.02 c0.29 0.18 c0.09 c0.30 0.02 0.04 0.16 0.01 v/s Ratio Perm 0.14 0.13 0.23 0.19 v/c Ratio 0.46 0.26 0.13 0.39 0.86 0.55 0.68 0.85 0.06 0.68 0.58 0.03 Uniform Delay, d1 36.6 38.7 37.1 31.1 46.4 40.4 26.4 44.4 31.6 37.2 46.7 39.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.3 0.1 0.2 12.4 0.7 3.6 6.7 0.1 8.5 1.5 0.1 Delay 37.4 39.0 37.3 31.3 58.8 41.1 30.0 51.1 31.7 45.7 48.1 39.5 Level of Service D D D C E D C D C D D D Approach Delay 37.9 46.7 45.7 47.2 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 45.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length 149.2 Sum of lost time 32.0 Intersection Capacity Utilization 95.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2045 Total Traffic 104 Disconnect PM Peak 110: SH 16 & Beacon Light Road 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 138 198 172 507 [PHONE REDACTED] 94 116 528 43 Future Volume (veh/h) 70 138 198 172 507 [PHONE REDACTED] 94 116 528 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 71 141 202 176 517 [PHONE REDACTED] 96 118 539 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 135 532 458 400 585 [PHONE REDACTED] 532 193 992 450 Arrive On Green 0.03 0.30 0.30 0.06 0.33 0.33 0.12 0.36 0.36 0.06 0.29 0.29 Sat Flow, veh/h 1714 1772 1525 1674 1786 2685 1701 3367 1490 1714 3367 1525 Grp Volume(v), veh/h 71 141 202 176 517 [PHONE REDACTED] 96 118 539 44 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1342 1701 1683 1490 1714 1683 1525 Q Serve(g_s), s 4.2 8.8 15.5 9.0 39.8 30.8 15.5 40.7 6.4 6.9 19.5 3.0 Cycle Q Clear(g_c), s 4.2 8.8 15.5 9.0 39.8 30.8 15.5 40.7 6.4 6.9 19.5 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 135 532 458 400 585 [PHONE REDACTED] 532 193 992 450 V/C Ratio(X) 0.53 0.27 0.44 0.44 0.88 0.73 0.68 0.85 0.18 0.61 0.54 0.10 Avail Cap(c_a), veh/h 135 658 567 [PHONE REDACTED] 629 1297 574 195 992 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 38.7 38.7 41.0 34.6 46.2 43.2 30.2 43.1 32.1 36.9 43.0 37.2 Incr Delay (d2), s/veh 1.9 0.3 0.7 0.3 11.0 2.0 0.8 6.0 0.3 3.9 1.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 3.9 6.0 0.9 19.5 10.5 6.5 17.9 2.4 3.1 8.4 1.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 40.6 38.9 41.7 34.9 57.2 45.2 31.0 49.1 32.5 40.8 44.1 37.4 LOS D D D C E D C D C D D D Approach Vol, veh/h 414 1336 1386 701 Approach Delay, s/veh 40.6 48.5 44.5 43.1 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 54.6 26.9 51.8 16.0 50.6 17.8 60.9 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 58.0 38.0 27.0 9.0 54.0 9.0 56.0 Max Q Clear Time (g_c+I1), s 6.2 41.8 17.5 21.5 11.0 17.5 8.9 42.7 Green Ext Time s 0.0 5.8 0.4 2.6 0.0 1.5 0.0 9.2 Intersection Summary HCM 6th Ctrl Delay 45.2 HCM 6th LOS D ---PAGE BREAK--- HCM 6th TWSC 2045 Total Traffic 104 Disconnect PM Peak 1034: 01/13/2023 TT PM 4:48 pm 10/10/2022 11 Report Page 10 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 235 1245 1061 0 1457 Future Vol, veh/h 0 235 1245 1061 0 1457 Conflicting Peds, #/hr 0 0 0 1061 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - 505 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 261 1383 1179 0 1619 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1753 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 ~ 75 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 0 0 HCM LOS - Minor Lane/Major Mvmt NBT SBT Capacity (veh/h) - - - - HCM Lane V/C Ratio - - - - HCM Control Delay - - - - HCM Lane LOS - - - - HCM 95th %tile Q(veh) - - - - Notes Volume exceeds capacity Delay exceeds 300s Computation Not Defined All major volume in platoon ---PAGE BREAK--- MOVEMENT SUMMARY Site: 109 [Beacon Light Rd / Pollard Rd TT PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 354 3.0 354 3.0 0.333 7.2 LOS A 1.5 39.4 0.53 0.38 0.53 30.2 8 T1 All MCs 242 3.0 242 3.0 0.333 7.2 LOS A 1.5 39.4 0.53 0.38 0.53 32.7 18 R2 All MCs 43 3.0 43 3.0 0.333 7.2 LOS A 1.5 39.4 0.53 0.38 0.53 32.4 Approach 640 3.0 640 3.0 0.333 7.2 LOS A 1.5 39.4 0.53 0.38 0.53 31.2 East: RoadName 1 L2 All MCs 182 3.0 182 3.0 0.706 19.1 LOS C 7.0 176.1 0.84 0.97 1.56 27.1 6 T1 All MCs 790 0.0 790 0.0 0.706 17.7 LOS C 7.2 181.8 0.83 0.96 1.55 28.2 16 R2 All MCs 140 3.0 140 3.0 0.706 17.9 LOS C 7.2 181.8 0.83 0.95 1.54 28.3 Approach 1112 0.9 1112 0.9 0.706 18.0 LOS C 7.2 181.8 0.83 0.96 1.55 28.0 North: RoadName 7 L2 All MCs 68 3.0 68 3.0 0.346 18.5 LOS C 1.3 32.7 0.82 0.87 0.99 26.8 4 T1 All MCs 34 3.0 34 3.0 0.346 18.5 LOS C 1.3 32.7 0.82 0.87 0.99 27.2 14 R2 All MCs 10 3.0 10 3.0 0.346 18.5 LOS C 1.3 32.7 0.82 0.87 0.99 27.0 Approach 112 3.0 112 3.0 0.346 18.5 LOS C 1.3 32.7 0.82 0.87 0.99 26.9 West: RoadName 5 L2 All MCs 6 3.0 6 3.0 0.152 5.1 LOS A 0.6 15.4 0.40 0.27 0.40 33.4 2 T1 All MCs 304 0.0 304 0.0 0.152 4.7 LOS A 0.6 15.4 0.39 0.26 0.39 34.3 12 R2 All MCs 13 3.0 13 3.0 0.152 4.9 LOS A 0.6 15.1 0.38 0.25 0.38 33.9 Approach 323 0.2 323 0.2 0.152 4.7 LOS A 0.6 15.4 0.39 0.26 0.39 34.2 All Vehicles 2188 1.5 2188 1.5 0.706 12.9 LOS B 7.2 181.8 0.68 0.68 1.05 29.6 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 12:40:48 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\104 Disconnect.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1031 [Aerie Way / SH 16 TT AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 7 4.0 7 4.0 0.079 3.3 LOS A 0.3 7.6 0.09 0.02 0.09 33.9 8 T1 All MCs 1 0.0 1 0.0 0.079 3.1 LOS A 0.3 7.6 0.09 0.02 0.09 34.8 18 R2 All MCs 101 0.0 101 0.0 0.079 3.1 LOS A 0.3 7.6 0.09 0.02 0.09 34.5 Approach 109 0.2 109 0.2 0.079 3.1 LOS A 0.3 7.6 0.09 0.02 0.09 34.5 East: RoadName 1 L2 All MCs 553 0.0 553 0.0 0.225 4.0 LOS A 1.1 26.8 0.06 0.01 0.06 31.5 6 T1 All MCs 64 0.0 64 0.0 0.225 3.9 LOS A 1.0 26.1 0.06 0.01 0.06 32.5 16 R2 All MCs 1 0.0 1 0.0 0.225 3.9 LOS A 1.0 26.1 0.06 0.01 0.06 32.2 Approach 619 0.0 619 0.0 0.225 4.0 LOS A 1.1 26.8 0.06 0.01 0.06 31.6 North: RoadName 7 L2 All MCs 1 0.0 1 0.0 0.004 4.3 LOS A 0.0 0.3 0.48 0.32 0.48 32.8 4 T1 All MCs 1 0.0 1 0.0 0.004 4.3 LOS A 0.0 0.3 0.48 0.32 0.48 33.4 14 R2 All MCs 1 0.0 1 0.0 0.004 4.3 LOS A 0.0 0.3 0.48 0.32 0.48 33.2 Approach 3 0.0 3 0.0 0.004 4.3 LOS A 0.0 0.3 0.48 0.32 0.48 33.1 West: RoadName 5 L2 All MCs 1 0.0 1 0.0 0.173 5.8 LOS A 0.7 16.6 0.51 0.42 0.51 32.9 2 T1 All MCs 23 0.0 23 0.0 0.173 5.8 LOS A 0.7 16.6 0.51 0.42 0.51 33.6 12 R2 All MCs 129 0.0 129 0.0 0.173 5.8 LOS A 0.7 16.6 0.51 0.42 0.51 33.3 Approach 153 0.0 153 0.0 0.173 5.8 LOS A 0.7 16.6 0.51 0.42 0.51 33.3 All Vehicles 884 0.0 884 0.0 0.225 4.2 LOS A 1.1 26.8 0.14 0.08 0.14 32.2 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 12:40:24 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\104 Disconnect.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1031 [Aerie Way / SH 16 TT PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 13 4.0 13 4.0 0.127 3.6 LOS A 0.5 13.1 0.08 0.02 0.08 33.7 8 T1 All MCs 1 0.0 1 0.0 0.127 3.4 LOS A 0.5 13.1 0.08 0.02 0.08 34.6 18 R2 All MCs 163 0.0 163 0.0 0.127 3.4 LOS A 0.5 13.1 0.08 0.02 0.08 34.3 Approach 178 0.3 178 0.3 0.127 3.4 LOS A 0.5 13.1 0.08 0.02 0.08 34.3 East: RoadName 1 L2 All MCs 163 0.0 163 0.0 0.123 3.5 LOS A 0.5 12.9 0.08 0.02 0.08 31.5 6 T1 All MCs 172 0.0 172 0.0 0.124 3.4 LOS A 0.5 12.7 0.07 0.02 0.07 35.0 16 R2 All MCs 1 0.0 1 0.0 0.124 3.4 LOS A 0.5 12.7 0.07 0.02 0.07 34.6 Approach 337 0.0 337 0.0 0.124 3.4 LOS A 0.5 12.9 0.07 0.02 0.07 33.2 North: RoadName 7 L2 All MCs 1 0.0 1 0.0 0.003 3.4 LOS A 0.0 0.3 0.37 0.19 0.37 33.2 4 T1 All MCs 1 0.0 1 0.0 0.003 3.4 LOS A 0.0 0.3 0.37 0.19 0.37 33.9 14 R2 All MCs 1 0.0 1 0.0 0.003 3.4 LOS A 0.0 0.3 0.37 0.19 0.37 33.6 Approach 3 0.0 3 0.0 0.003 3.4 LOS A 0.0 0.3 0.37 0.19 0.37 33.6 West: RoadName 5 L2 All MCs 1 0.0 1 0.0 0.097 3.7 LOS A 0.4 9.4 0.27 0.14 0.27 33.9 2 T1 All MCs 16 0.0 16 0.0 0.097 3.7 LOS A 0.4 9.4 0.27 0.14 0.27 34.6 12 R2 All MCs 103 0.0 103 0.0 0.097 3.7 LOS A 0.4 9.4 0.27 0.14 0.27 34.3 Approach 120 0.0 120 0.0 0.097 3.7 LOS A 0.4 9.4 0.27 0.14 0.27 34.4 All Vehicles 638 0.1 638 0.1 0.127 3.5 LOS A 0.5 13.1 0.11 0.04 0.11 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 12:40:30 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\104 Disconnect.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1032 [Aerie Way / SH 16 TT AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 61 4.0 61 4.0 0.050 3.3 LOS A 0.2 4.9 0.22 0.10 0.22 31.5 18 R2 All MCs 657 0.0 657 0.0 0.392 0.1 LOS A 0.0 0.0 0.00 0.00 0.00 36.6 Approach 718 0.3 718 0.3 0.392 0.4 LOS A 0.2 4.9 0.02 0.01 0.02 36.1 East: RoadName 1 L2 All MCs 62 0.0 62 0.0 0.231 4.5 LOS A 1.1 28.3 0.20 0.07 0.20 33.1 6 T1 All MCs 557 0.0 557 0.0 0.231 4.5 LOS A 1.1 28.3 0.20 0.07 0.20 34.1 Approach 619 0.0 619 0.0 0.231 4.5 LOS A 1.1 28.3 0.20 0.07 0.20 34.0 West: RoadName 2 T1 All MCs 111 0.0 111 0.0 0.096 3.5 LOS A 0.4 11.0 0.18 0.07 0.18 34.9 12 R2 All MCs 13 0.0 13 0.0 0.096 3.5 LOS A 0.4 11.0 0.18 0.07 0.18 34.6 Approach 124 0.0 124 0.0 0.096 3.5 LOS A 0.4 11.0 0.18 0.07 0.18 34.8 All Vehicles 1461 0.2 1461 0.2 0.392 2.4 LOS A 1.1 28.3 0.11 0.04 0.11 35.0 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 12:40:37 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\104 Disconnect.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1032 [Aerie Way / SH 16 TT PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 162 4.0 162 4.0 0.140 4.3 LOS A 0.6 14.8 0.30 0.16 0.30 31.1 18 R2 All MCs 1017 0.0 1017 0.0 0.607 0.3 LOS A 0.0 0.0 0.00 0.00 0.00 36.4 Approach 1179 0.6 1179 0.6 0.607 0.9 LOS A 0.6 14.8 0.04 0.02 0.04 35.5 East: RoadName 1 L2 All MCs 252 0.0 252 0.0 0.207 4.7 LOS A 1.0 23.8 0.32 0.17 0.32 31.0 6 T1 All MCs 173 0.0 173 0.0 0.142 4.1 LOS A 0.6 15.3 0.30 0.16 0.30 34.5 Approach 426 0.0 426 0.0 0.207 4.5 LOS A 1.0 23.8 0.32 0.17 0.32 32.4 West: RoadName 2 T1 All MCs 170 0.0 170 0.0 0.168 4.9 LOS A 0.8 19.5 0.42 0.26 0.42 34.2 12 R2 All MCs 9 0.0 9 0.0 0.168 4.9 LOS A 0.8 19.5 0.42 0.26 0.42 33.9 Approach 179 0.0 179 0.0 0.168 4.9 LOS A 0.8 19.5 0.42 0.26 0.42 34.1 All Vehicles 1783 0.4 1783 0.4 0.607 2.1 LOS A 1.0 23.8 0.14 0.08 0.14 34.6 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 12:40:40 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\104 Disconnect.sip9 ---PAGE BREAK--- MOVEMENT SUMMARY Site: 109 [Beacon Light Rd / Pollard Rd TT AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.1.200 2045 Total Traffic (With Select Roadway Improvements) Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: RoadName 3 L2 All MCs 12 3.0 12 3.0 0.017 5.2 LOS A 0.1 1.5 0.54 0.42 0.54 30.8 8 T1 All MCs 53 3.0 53 3.0 0.294 8.6 LOS A 1.2 29.9 0.63 0.56 0.63 32.2 18 R2 All MCs 156 3.0 156 3.0 0.294 8.6 LOS A 1.2 29.9 0.63 0.56 0.63 31.9 Approach 221 3.0 221 3.0 0.294 8.4 LOS A 1.2 29.9 0.62 0.55 0.62 31.9 East: RoadName 1 L2 All MCs 44 3.0 44 3.0 0.131 4.0 LOS A 0.5 13.7 0.18 0.07 0.18 33.0 6 T1 All MCs 204 0.0 204 0.0 0.131 3.8 LOS A 0.5 13.7 0.18 0.07 0.18 34.1 16 R2 All MCs 87 3.0 87 3.0 0.131 3.8 LOS A 0.5 13.3 0.17 0.07 0.17 34.1 Approach 336 1.2 336 1.2 0.131 3.8 LOS A 0.5 13.7 0.18 0.07 0.18 33.9 North: RoadName 7 L2 All MCs 126 3.0 126 3.0 0.193 5.3 LOS A 0.9 22.6 0.43 0.28 0.43 31.5 4 T1 All MCs 43 3.0 43 3.0 0.193 5.3 LOS A 0.9 22.6 0.43 0.28 0.43 32.1 14 R2 All MCs 28 3.0 28 3.0 0.193 5.3 LOS A 0.9 22.6 0.43 0.28 0.43 31.8 Approach 197 3.0 197 3.0 0.193 5.3 LOS A 0.9 22.6 0.43 0.28 0.43 31.7 West: RoadName 5 L2 All MCs 3 3.0 3 3.0 0.254 5.9 LOS A 1.2 29.1 0.38 0.23 0.38 33.1 2 T1 All MCs 563 0.0 563 0.0 0.254 5.5 LOS A 1.2 29.1 0.37 0.22 0.37 33.9 12 R2 All MCs 12 3.0 12 3.0 0.254 5.6 LOS A 1.1 28.5 0.37 0.22 0.37 33.6 Approach 579 0.1 579 0.1 0.254 5.5 LOS A 1.2 29.1 0.37 0.22 0.37 33.9 All Vehicles 1333 1.3 1333 1.3 0.294 5.5 LOS A 1.2 29.9 0.38 0.25 0.38 33.2 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2022 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Friday, January 13, 2023 12:40:44 PM Project: H:\25\25407 - Willow Brook Community TIS\Traffic Operations\Mitigations\Sidra\104 Disconnect.sip9 ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End NB SB EB WB (503) 228-5230 5:00 PM 6:00 PM 477 49 318 157 2nd Highest Hour 426 44 253 125 3rd Highest Hour 369 38 238 117 Project 4th Highest Hour 364 37 211 104 Project Name: 5th Highest Hour 323 33 196 97 Analyst: 6th Highest Hour 318 33 181 90 Date: 7th Highest Hour 308 32 178 88 File: 8th Highest Hour 282 29 166 82 9th Highest Hour 267 27 166 82 Intersection: 10th Highest Hour 256 26 163 81 Scenario: 11th Highest Hour 251 26 146 72 12th Highest Hour 251 26 140 69 13th Highest Hour 246 25 113 56 14th Highest Hour 205 21 110 54 15th Highest Hour 200 21 104 51 Warrant Name Analyzed? Met? 16th Highest Hour 144 15 101 50 #1 Eight-Hour Vehicular Volume Yes No 17th Highest Hour 144 15 59 29 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 97 10 59 29 #3 Peak Hour Yes Yes 19th Highest Hour 62 6 24 12 #4 Pedestrian Volume No - 20th Highest Hour 51 5 18 9 #5 School Crossing No - 21st Highest Hour 26 3 12 6 #6 Coordinated Signal System No - 22nd Highest Hour 21 2 3 1 #7 Crash Experience No - 23rd Highest Hour 21 2 3 1 #8 Roadway Network No - 24th Highest Hour 15 2 3 1 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Major East-West Approach = Minor Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 1 No Speed > 40 mph? Yes B 750 75 0 No Population < 10,000? No A 400 120 4 No Warrant Factor 70% B 600 60 0 No Peak Hour or Daily Count? Peak Hour A 350 105 6 No B 525 53 1 No Major Street: 4th-Highest Hour / Peak Hour 76% A 280 84 10 Yes Major Street: 8th-Highest Hour / Peak Hour 59% B 420 42 2 No Minor Street: 4th-Highest Hour / Peak Hour 66% Minor Street: 8th-Highest Hour / Peak Hour 52% Signal Warrant Met? 100% No 80% No 70% No 2045 Total (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 10/14/2022 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 101 - 2045 Total (wIMP).xls]Data Input 1 - Can Ada Rd & Purple Sage Rd 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End NB SB EB WB (503) 228-5230 7:00 AM 8:00 AM 483 1100 156 0 2nd Highest Hour 483 1100 124 0 3rd Highest Hour 436 994 117 0 Project 4th Highest Hour 419 954 104 0 Project Name: 5th Highest Hour 372 848 96 0 Analyst: 6th Highest Hour 361 822 89 0 Date: 7th Highest Hour 343 782 87 0 File: 8th Highest Hour 332 755 82 0 9th Highest Hour 314 716 82 0 Intersection: 10th Highest Hour 308 702 80 0 Scenario: 11th Highest Hour 297 676 71 0 12th Highest Hour 291 663 69 0 13th Highest Hour 279 636 55 0 14th Highest Hour 250 570 54 0 15th Highest Hour 198 451 51 0 Warrant Name Analyzed? Met? 16th Highest Hour 175 398 50 0 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 134 305 29 0 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 111 252 29 0 #3 Peak Hour Yes Yes 19th Highest Hour 93 212 12 0 #4 Pedestrian Volume No - 20th Highest Hour 52 119 9 0 #5 School Crossing No - 21st Highest Hour 35 80 6 0 #6 Coordinated Signal System No - 22nd Highest Hour 29 66 1 0 #7 Crash Experience No - 23rd Highest Hour 17 40 1 0 #8 Roadway Network No - 24th Highest Hour 17 40 1 0 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Major East-West Approach = Minor Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 1 No Speed > 40 mph? Yes B 750 75 10 Yes Population < 10,000? No A 400 120 2 No Warrant Factor 70% B 600 60 12 Yes Peak Hour or Daily Count? Peak Hour A 350 105 3 No B 525 53 14 Yes Major Street: 4th-Highest Hour / Peak Hour 87% A 280 84 7 No Major Street: 8th-Highest Hour / Peak Hour 69% B 420 42 16 Yes Minor Street: 4th-Highest Hour / Peak Hour 66% Minor Street: 8th-Highest Hour / Peak Hour 52% Signal Warrant Met? 100% Yes 80% Yes 70% Yes 2045 Total Traffic Conditions (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? 25407 Willow Brook Golf Community CHF 1/13/2023 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 104 - 2045 Total (wImp).xls]Data Input 4 - SH 16 & Deep Canyon Drive 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes ---PAGE BREAK--- KITTELSON & ASSOCIATES, INC. 610 SW Alder, Suite 700 Portland, Oregon 97205 Begin End EB WB NB SB (503) 228-5230 7:00 AM 8:00 AM 312 640 0 199 2nd Highest Hour 308 633 0 158 3rd Highest Hour 280 575 0 149 Project 4th Highest Hour 252 518 0 132 Project Name: 5th Highest Hour 210 431 0 123 Analyst: 6th Highest Hour 207 424 0 113 Date: 7th Highest Hour 196 403 0 112 File: 8th Highest Hour 175 360 0 104 9th Highest Hour 172 352 0 104 Intersection: 10th Highest Hour 168 345 0 102 Scenario: 11th Highest Hour 161 331 0 91 12th Highest Hour 158 324 0 87 13th Highest Hour 154 316 0 71 14th Highest Hour 154 316 0 69 15th Highest Hour 126 259 0 65 Warrant Name Analyzed? Met? 16th Highest Hour 109 223 0 63 #1 Eight-Hour Vehicular Volume Yes Yes 17th Highest Hour 91 187 0 37 #2 Four-Hour Vehicular volume Yes Yes 18th Highest Hour 70 144 0 37 #3 Peak Hour Yes Yes 19th Highest Hour 63 129 0 15 #4 Pedestrian Volume No - 20th Highest Hour 42 86 0 11 #5 School Crossing No - 21st Highest Hour 21 43 0 7 #6 Coordinated Signal System No - 22nd Highest Hour 18 36 0 2 #7 Crash Experience No - 23rd Highest Hour 11 22 0 2 #8 Roadway Network No - 24th Highest Hour 11 22 0 2 #9 Intersection Near a Grade Crossing No - Volume Adjustment Factor = 1.0 North-South Approach = Minor East-West Approach = Major Major Street Thru Lanes = 1 Minor Street Thru Lanes = 1 A 500 150 2 No Speed > 40 mph? Yes B 750 75 4 No Population < 10,000? No A 400 120 5 No Warrant Factor 70% B 600 60 7 No Peak Hour or Daily Count? Peak Hour A 350 105 9 Yes B 525 53 9 Yes Major Street: 4th-Highest Hour / Peak Hour 81% A 280 84 12 Yes Major Street: 8th-Highest Hour / Peak Hour 56% B 420 42 14 Yes Minor Street: 4th-Highest Hour / Peak Hour 66% Minor Street: 8th-Highest Hour / Peak Hour 52% 56% Yes Analysis Traffic Volumes Hour Major Street Minor Street 25407 Willow Brook Golf Community CHF 1/13/2023 H:\25\25407 - Willow Brook Community TIS\analysis\Signal Warrants\[SWA - 108 - 2045 Total (wImp).xls]Data Input 8 - Beacon Light Road & Wing Road 2045 Total Traffic Conditions (wIMP) Warrant Summary Input Parameters Warrant #1 - Eight Hour Warrant Factor Condition Major Street Requirement Minor Street Requirement Hours That Condition Is Met Condition for Warrant Factor Met? Signal Warrant Met? 100% No 80% No 70% Yes 0 100 200 300 400 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 500 0 500 1000 1500 2000 2500 3000 Higher Minor Street Combined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes ---PAGE BREAK--- Appendix W Mitigation Timing and Threshold Evaluation Worksheets ---PAGE BREAK--- HCM 6th TWSC 101: Can Ada Road & Purple Sage Road/Aerie 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 34.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 96 163 80 64 1 260 61 119 1 23 22 Future Vol, veh/h 33 96 163 80 64 1 260 61 119 1 23 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 2 0 0 0 1 0 0 0 0 0 Mvmt Flow 37 107 181 89 71 1 289 68 132 1 26 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 788 818 38 896 764 134 50 0 0 200 0 0 Stage 1 40 40 - 712 712 - - - - - - - Stage 2 748 778 - 184 52 - - - - - - - Critical Hdwy 7.1 6.5 6.22 7.1 6.5 6.2 4.11 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.318 3.5 4 3.3 2.209 - - 2.2 - - Pot Cap-1 Maneuver [PHONE REDACTED] 263 [PHONE REDACTED] - - 1384 - - Stage 1 980 866 - 427 439 - - - - - - - Stage 2 408 410 - 822 856 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver [PHONE REDACTED] 122 [PHONE REDACTED] - - 1384 - - Mov Cap-2 Maneuver 207 246 - 122 264 - - - - - - - Stage 1 772 865 - 336 346 - - - - - - - Stage 2 255 323 - 594 855 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 39 127.9 4.6 0.2 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1563 - - [PHONE REDACTED] - - HCM Lane V/C Ratio 0.185 - - 0.786 1.001 0.001 - - HCM Control Delay 7.8 0 - 39 127.9 7.6 0 - HCM Lane LOS A A - E F A A - HCM 95th %tile Q(veh) 0.7 - - 6.8 7.8 0 - - ---PAGE BREAK--- HCM 6th TWSC Mitigation Threshold Analysis AM Peak Hour 2040 104: SH 16 & Deep Canyon Drive 01/16/2023 AM Willow Brook Golf Community TIS 11:59 pm 03/20/2022 Network 11 Report SAM Page 1 Intersection Int Delay, s/veh 13.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 11 193 92 370 994 6 Future Vol, veh/h 11 193 92 370 994 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 3 3 100 Mvmt Flow 12 214 [PHONE REDACTED] 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1723 1108 1111 0 - 0 Stage 1 1108 - - - - - Stage 2 615 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 99 258 636 - - - Stage 1 319 - - - - - Stage 2 543 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 78 258 636 - - - Mov Cap-2 Maneuver 78 - - - - - Stage 1 253 - - - - - Stage 2 543 - - - - - Approach EB NB SB HCM Control Delay, s 102.1 2.3 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 636 - 229 - - HCM Lane V/C Ratio 0.161 - 0.99 - - HCM Control Delay 11.7 0 102.1 - - HCM Lane LOS B A F - - HCM 95th %tile Q(veh) 0.6 - 9.1 - - ---PAGE BREAK--- HCM 6th TWSC 108: Wing Road & Beacon Light Road 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 20.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 161 112 390 223 143 104 Future Vol, veh/h 161 112 390 223 143 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 179 124 433 248 159 116 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 681 0 - 0 1039 557 Stage 1 - - - - 557 - Stage 2 - - - - 482 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 921 - - - 258 534 Stage 1 - - - - 578 - Stage 2 - - - - 625 - Platoon blocked, % - - - Mov Cap-1 Maneuver 921 - - - 208 534 Mov Cap-2 Maneuver - - - - 208 - Stage 1 - - - - 466 - Stage 2 - - - - 625 - Approach EB WB SB HCM Control Delay, s 5.8 0 88.8 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 921 - - - 280 HCM Lane V/C Ratio 0.194 - - - 0.98 HCM Control Delay 9.8 - - - 88.8 HCM Lane LOS A - - - F HCM 95th %tile Q(veh) 0.7 - - - 9.8 ---PAGE BREAK--- HCM 6th TWSC 109: Pollard Road & Beacon Light Road 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 16.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 135 4 79 356 61 118 82 59 23 12 3 Future Vol, veh/h 3 135 4 79 356 61 118 82 59 23 12 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - 100 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 3 150 4 88 396 68 131 91 66 26 13 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 464 0 0 154 0 0 772 798 152 809 732 396 Stage 1 - - - - - - 158 158 - 572 572 - Stage 2 - - - - - - 614 640 - 237 160 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1108 - - 1439 - - 319 321 900 301 351 658 Stage 1 - - - - - - 849 771 - 509 508 - Stage 2 - - - - - - 483 473 - 771 769 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1108 - - 1439 - - 287 293 900 199 321 658 Mov Cap-2 Maneuver - - - - - - 287 293 - 199 321 - Stage 1 - - - - - - 846 769 - 507 466 - Stage 2 - - - - - - 428 434 - 628 767 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.2 52.4 23.1 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 342 1108 - - 1439 - - 241 HCM Lane V/C Ratio 0.841 0.003 - - 0.061 - - 0.175 HCM Control Delay 52.4 8.3 0 - 7.7 0 - 23.1 HCM Lane LOS F A A - A A - C HCM 95th %tile Q(veh) 7.5 0 - - 0.2 - - 0.6 ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 110: SH 16 & Beacon Light Road 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 69 107 90 262 322 183 666 69 76 347 32 Future Volume (veh/h) 37 69 107 90 262 322 183 666 69 76 347 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1772 1800 1758 1786 1800 1786 1772 1758 1800 1772 1800 Adj Flow Rate, veh/h 38 70 109 92 267 329 187 680 70 78 354 33 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 3 1 0 1 2 3 0 2 0 Cap, veh/h 193 374 322 364 426 364 445 784 659 193 715 615 Arrive On Green 0.03 0.21 0.21 0.06 0.24 0.24 0.08 0.44 0.44 0.04 0.40 0.40 Sat Flow, veh/h 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Grp Volume(v), veh/h 38 70 109 92 267 329 187 680 70 78 354 33 Grp Sat Flow(s),veh/h/ln 1714 1772 1525 1674 1786 1525 1701 1772 1490 1714 1772 1525 Q Serve(g_s), s 2.2 4.1 7.7 5.4 17.1 26.7 8.2 44.3 3.5 3.4 19.0 1.7 Cycle Q Clear(g_c), s 2.2 4.1 7.7 5.4 17.1 26.7 8.2 44.3 3.5 3.4 19.0 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 374 322 364 426 364 445 784 659 193 715 615 V/C Ratio(X) 0.20 0.19 0.34 0.25 0.63 0.90 0.42 0.87 0.11 0.40 0.50 0.05 Avail Cap(c_a), veh/h 211 444 383 388 504 [PHONE REDACTED] 841 193 931 801 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 38.4 41.3 42.7 36.3 43.5 47.2 21.0 32.2 20.8 27.5 28.4 23.2 Incr Delay (d2), s/veh 0.2 0.2 0.6 0.1 1.8 20.1 0.2 8.6 0.1 0.5 1.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.9 3.0 2.3 7.8 12.1 3.3 20.5 1.3 1.4 8.3 0.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 38.6 41.5 43.3 36.4 45.3 67.3 21.2 40.8 21.0 28.1 29.5 23.3 LOS D D D D D E C D C C C C Approach Vol, veh/h 217 688 937 465 Approach Delay, s/veh 41.9 54.6 35.4 28.8 Approach LOS D D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 37.4 19.0 60.5 14.2 34.0 14.0 65.5 Change Period (Y+Rc), s 7.0 7.0 9.0 9.0 7.0 7.0 9.0 9.0 Max Green Setting (Gmax), s 5.0 36.0 10.0 67.0 9.0 32.0 5.0 72.0 Max Q Clear Time (g_c+I1), s 4.2 28.7 10.2 21.0 7.4 9.7 5.4 46.3 Green Ext Time s 0.0 1.7 0.0 5.2 0.0 0.7 0.0 10.2 Intersection Summary HCM 6th Ctrl Delay 40.4 HCM 6th LOS D ---PAGE BREAK--- HCM 6th TWSC 111: Palmer Lane & Beacon Light Road 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 380 16 5 1127 93 18 Future Vol, veh/h 380 16 5 1127 93 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 1 0 0 1 5 0 Mvmt Flow 400 17 5 1186 98 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 417 0 1605 409 Stage 1 - - - - 409 - Stage 2 - - - - 1196 - Critical Hdwy - - 4.1 - 6.45 6.2 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 - Follow-up Hdwy - - 2.2 - 3.545 3.3 Pot Cap-1 Maneuver - - 1153 - 114 647 Stage 1 - - - - 664 - Stage 2 - - - - 283 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1153 - 113 647 Mov Cap-2 Maneuver - - - - 113 - Stage 1 - - - - 664 - Stage 2 - - - - 279 - Approach EB WB NB HCM Control Delay, s 0 0 118.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 130 - - 1153 - HCM Lane V/C Ratio 0.899 - - 0.005 - HCM Control Delay 118.2 - - 8.1 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 5.8 - - 0 - ---PAGE BREAK--- HCM 6th TWSC 113: Star Road & Floating Feather Road 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 17.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 82 124 415 151 107 159 Future Vol, veh/h 82 124 415 151 107 159 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 2 2 0 0 0 Mvmt Flow 90 136 456 166 118 175 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 226 0 1236 158 Stage 1 - - - - 158 - Stage 2 - - - - 1078 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap-1 Maneuver - - 1342 - 196 893 Stage 1 - - - - 875 - Stage 2 - - - - 330 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1342 - 129 893 Mov Cap-2 Maneuver - - - - 129 - Stage 1 - - - - 875 - Stage 2 - - - - 218 - Approach EB WB NB HCM Control Delay, s 0 6.6 55 HCM LOS F Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 129 893 - - 1342 - HCM Lane V/C Ratio 0.911 0.196 - - 0.34 - HCM Control Delay 121.8 10 - - 9.1 - HCM Lane LOS F B - - A - HCM 95th %tile Q(veh) 6 0.7 - - 1.5 - ---PAGE BREAK--- HCM 6th TWSC 114: Plummer Road & Floating Feather Road 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 25.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 113 172 62 264 323 59 Future Vol, veh/h 113 172 62 264 323 59 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 87 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 126 191 69 293 359 68 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 317 0 653 222 Stage 1 - - - - 222 - Stage 2 - - - - 431 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1255 - 435 823 Stage 1 - - - - 820 - Stage 2 - - - - 660 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1255 - 406 823 Mov Cap-2 Maneuver - - - - 406 - Stage 1 - - - - 820 - Stage 2 - - - - 616 - Approach EB WB NB HCM Control Delay, s 0 1.5 65.4 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 442 - - 1255 - HCM Lane V/C Ratio 0.965 - - 0.055 - HCM Control Delay 65.4 - - 8 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 11.7 - - 0.2 - ---PAGE BREAK--- HCM 6th TWSC 117: SH 44 & Can Ada Road 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Intersection Int Delay, s/veh 8.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 42 583 785 76 81 35 Future Vol, veh/h 42 583 785 76 81 35 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 6 2 1 2 2 12 Mvmt Flow 45 620 835 81 86 37 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 916 0 - 0 1586 876 Stage 1 - - - - 876 - Stage 2 - - - - 710 - Critical Hdwy 4.16 - - - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.254 - - - 3.518 3.408 Pot Cap-1 Maneuver 728 - - - 119 334 Stage 1 - - - - 407 - Stage 2 - - - - 487 - Platoon blocked, % - - - Mov Cap-1 Maneuver 728 - - - 108 334 Mov Cap-2 Maneuver - - - - 108 - Stage 1 - - - - 369 - Stage 2 - - - - 487 - Approach EB WB SB HCM Control Delay, s 0.7 0 116.7 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 728 - - - 136 HCM Lane V/C Ratio 0.061 - - - 0.907 HCM Control Delay 10.3 0 - - 116.7 HCM Lane LOS B A - - F HCM 95th %tile Q(veh) 0.2 - - - 6.1 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 118: Star Road & SH 44 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 496 284 146 714 88 279 217 88 79 169 80 Future Volume (vph) 125 496 284 146 714 88 279 217 88 79 169 80 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1693 1782 1515 1676 1782 1530 1710 1800 1530 1660 1674 Flt Permitted 0.15 1.00 1.00 0.29 1.00 1.00 0.20 1.00 1.00 0.62 1.00 Satd. Flow (perm) 259 1782 1515 515 1782 1530 362 1800 1530 1086 1674 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 126 501 287 147 721 89 282 219 89 80 171 81 RTOR Reduction (vph) 0 0 86 0 0 47 0 0 66 0 12 0 Lane Group Flow (vph) 126 501 201 147 721 42 282 219 23 80 240 0 Heavy Vehicles 1% 1% 1% 2% 1% 0% 0% 0% 0% 3% 3% 1% Turn Type pm+pt NA Prot pm+pt NA Prot pm+pt NA Prot pm+pt NA Protected Phases 1 6 6 5 2 2 3 8 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G 72.1 65.1 65.1 77.7 67.9 67.9 49.4 37.4 37.4 29.1 23.1 Effective Green, g 72.1 65.1 65.1 77.7 67.9 67.9 49.4 37.4 37.4 29.1 23.1 Actuated g/C Ratio 0.51 0.46 0.46 0.55 0.48 0.48 0.35 0.26 0.26 0.20 0.16 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 201 815 693 361 850 730 317 473 402 246 271 v/s Ratio Prot c0.03 0.28 0.13 0.03 c0.40 0.03 c0.13 0.12 0.02 0.01 0.14 v/s Ratio Perm 0.29 0.19 c0.18 0.05 v/c Ratio 0.63 0.61 0.29 0.41 0.85 0.06 0.89 0.46 0.06 0.33 0.89 Uniform Delay, d1 25.9 29.1 24.2 19.1 32.7 20.0 38.1 44.0 39.3 47.3 58.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 3.5 1.1 0.8 7.9 0.0 24.7 0.7 0.1 0.8 27.3 Delay 31.9 32.6 25.2 19.8 40.6 20.0 62.8 44.7 39.3 48.1 85.6 Level of Service C C C B D C E D D D F Approach Delay 30.2 35.5 52.6 76.6 Approach LOS C D D E Intersection Summary HCM 2000 Control Delay 42.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 142.3 Sum of lost time 24.0 Intersection Capacity Utilization 97.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 118: Star Road & SH 44 10/13/2022 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 496 284 146 714 88 279 217 88 79 169 80 Future Volume (veh/h) 125 496 284 146 714 88 279 217 88 79 169 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1772 1786 1800 1800 1800 1800 1758 1758 1786 Adj Flow Rate, veh/h 126 501 287 147 721 89 282 219 89 80 171 81 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 2 1 0 0 0 0 3 3 1 Cap, veh/h 209 819 694 322 838 716 321 486 411 297 186 88 Arrive On Green 0.05 0.46 0.46 0.06 0.47 0.47 0.15 0.27 0.27 0.04 0.17 0.17 Sat Flow, veh/h 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 1128 534 Grp Volume(v), veh/h 126 501 287 147 721 89 282 219 89 80 0 252 Grp Sat Flow(s),veh/h/ln 1701 1786 1514 1688 1786 1525 1714 1800 1525 1674 0 1662 Q Serve(g_s), s 5.6 29.9 18.0 6.5 50.9 4.7 18.8 14.3 6.4 5.6 0.0 21.2 Cycle Q Clear(g_c), s 5.6 29.9 18.0 6.5 50.9 4.7 18.8 14.3 6.4 5.6 0.0 21.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.32 Lane Grp Cap(c), veh/h 209 819 694 322 838 716 321 486 411 297 0 274 V/C Ratio(X) 0.60 0.61 0.41 0.46 0.86 0.12 0.88 0.45 0.22 0.27 0.00 0.92 Avail Cap(c_a), veh/h 209 819 694 340 857 732 323 508 430 297 0 293 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 29.1 28.9 25.7 22.0 33.5 21.2 40.7 43.0 40.1 46.8 0.0 58.2 Incr Delay (d2), s/veh 4.7 3.4 1.8 1.0 8.7 0.1 23.0 0.7 0.3 0.5 0.0 31.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 13.6 6.9 2.7 23.8 1.7 10.0 6.5 2.5 2.4 0.0 11.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 33.9 32.3 27.5 23.0 42.2 21.3 63.7 43.7 40.4 47.2 0.0 89.4 LOS C C C C D C E D D D A F Approach Vol, veh/h 914 957 590 332 Approach Delay, s/veh 31.0 37.3 52.8 79.2 Approach LOS C D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 72.5 26.8 29.4 14.5 71.0 12.0 44.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 68.0 21.0 25.0 10.0 65.0 6.0 40.0 Max Q Clear Time (g_c+I1), s 7.6 52.9 20.8 23.2 8.5 31.9 7.6 16.3 Green Ext Time s 0.0 4.8 0.0 0.3 0.1 4.7 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 43.5 HCM 6th LOS D ---PAGE BREAK--- Queues Mitigation Threshold Timing PM Peak Hour 2024 119: Plummer Road & SH 44 01/16/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBT Lane Group Flow (vph) 48 530 39 73 870 199 54 57 77 249 v/c Ratio 0.22 0.57 0.05 0.17 0.88 0.22 0.21 0.14 0.18 0.80 Control Delay 8.8 17.1 0.1 7.3 30.5 6.8 29.3 27.4 3.7 48.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.8 17.1 0.1 7.3 30.5 6.8 29.3 27.4 3.7 48.8 Queue Length 50th (ft) 9 195 0 14 440 28 24 25 0 124 Queue Length 95th (ft) 22 300 0 30 #721 66 56 56 19 #239 Internal Link Dist (ft) 5173 3517 675 5173 Turn Bay Length (ft) 100 100 100 100 100 100 Base Capacity (vph) 218 1069 [PHONE REDACTED] 957 324 506 499 391 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.50 0.04 0.17 0.81 0.21 0.17 0.11 0.15 0.64 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ---PAGE BREAK--- HCM Signalized Intersection Capacity AnalysisMitigation Threshold Timing PM Peak Hour 2024 119: Plummer Road & SH 44 01/16/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 43 477 35 66 783 179 49 51 69 145 36 43 Future Volume (vph) 43 477 35 66 783 179 49 51 69 145 36 43 Ideal Flow 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1710 1782 1530 1710 1782 1530 1710 1765 1471 1678 Flt Permitted 0.12 1.00 1.00 0.35 1.00 1.00 0.63 1.00 1.00 0.77 Satd. Flow (perm) 210 1782 1530 625 1782 1530 1132 1765 1471 1334 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 48 530 39 73 870 199 54 57 77 161 40 48 RTOR Reduction (vph) 0 0 19 0 0 45 0 0 60 0 10 0 Lane Group Flow (vph) 48 530 20 73 870 154 54 57 17 0 239 0 Heavy Vehicles 0% 1% 0% 0% 1% 0% 0% 2% 4% 1% 0% 3% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 6 2 2 4 4 8 Actuated Green, G 45.7 43.0 43.0 47.9 44.1 44.1 18.1 18.1 18.1 18.1 Effective Green, g 45.7 43.0 43.0 47.9 44.1 44.1 18.1 18.1 18.1 18.1 Actuated g/C Ratio 0.56 0.53 0.53 0.58 0.54 0.54 0.22 0.22 0.22 0.22 Clearance Time 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Vehicle Extension 2.5 4.0 4.0 2.5 4.0 4.0 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 166 935 803 415 959 823 250 390 325 294 v/s Ratio Prot c0.01 0.30 0.01 c0.49 0.03 v/s Ratio Perm 0.15 0.01 0.09 0.10 0.05 0.01 c0.18 v/c Ratio 0.29 0.57 0.03 0.18 0.91 0.19 0.22 0.15 0.05 0.81 Uniform Delay, d1 13.5 13.2 9.4 8.2 17.1 9.7 26.1 25.7 25.1 30.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 1.0 0.0 0.1 12.2 0.2 0.3 0.1 0.0 15.2 Delay 14.2 14.1 9.4 8.4 29.3 9.9 26.4 25.8 25.2 45.5 Level of Service B B A A C A C C C D Approach Delay 13.8 24.5 25.7 45.5 Approach LOS B C C D Intersection Summary HCM 2000 Control Delay 24.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length 81.9 Sum of lost time 17.0 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 6th Signalized Intersection Summary Mitigation Threshold Timing PM Peak Hour 2024 119: Plummer Road & SH 44 01/16/2023 PM Willow Brook Golf Community TIS 3:39 pm 07/29/2022 Network 11 Report McKenna Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 477 35 66 783 179 49 51 69 145 36 43 Future Volume (veh/h) 43 477 35 66 783 179 49 51 69 145 36 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1800 1786 1800 1800 1786 1800 1800 1772 1744 1786 1800 1758 Adj Flow Rate, veh/h 48 530 39 73 870 199 54 57 77 161 40 48 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 0 1 0 0 2 4 1 0 3 Cap, veh/h 203 932 796 446 948 809 353 392 327 247 54 55 Arrive On Green 0.04 0.52 0.52 0.05 0.53 0.53 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1714 1786 1525 1714 1786 1525 1330 1772 1478 790 242 247 Grp Volume(v), veh/h 48 530 39 73 870 199 54 57 77 249 0 0 Grp Sat Flow(s),veh/h/ln 1714 1786 1525 1714 1786 1525 1330 1772 1478 1279 0 0 Q Serve(g_s), s 1.0 16.5 1.0 1.6 36.5 5.8 0.0 2.1 3.5 13.6 0.0 0.0 Cycle Q Clear(g_c), s 1.0 16.5 1.0 1.6 36.5 5.8 3.1 2.1 3.5 15.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.19 Lane Grp Cap(c), veh/h 203 932 796 446 948 809 353 392 327 356 0 0 V/C Ratio(X) 0.24 0.57 0.05 0.16 0.92 0.25 0.15 0.15 0.24 0.70 0.00 0.00 Avail Cap(c_a), veh/h 238 1002 [PHONE REDACTED] 856 415 476 397 421 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay s/veh 16.7 13.3 9.6 9.7 17.6 10.4 26.0 25.7 26.2 31.5 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.9 0.0 0.1 12.9 0.2 0.1 0.1 0.3 3.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 6.3 0.3 0.5 16.6 1.8 0.9 0.9 1.2 5.0 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 17.1 14.2 9.7 9.8 30.5 10.6 26.2 25.8 26.5 35.2 0.0 0.0 LOS B B A A C B C C C D A A Approach Vol, veh/h 617 1142 188 249 Approach Delay, s/veh 14.2 25.7 26.2 35.2 Approach LOS B C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 49.5 23.2 10.1 48.8 23.2 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 5.0 46.0 22.0 5.0 46.0 22.0 Max Q Clear Time (g_c+I1), s 3.0 38.5 5.5 3.6 18.5 17.7 Green Ext Time s 0.0 4.9 0.5 0.0 5.6 0.5 Intersection Summary HCM 6th Ctrl Delay 23.6 HCM 6th LOS C ---PAGE BREAK--- Appendix X Turn Lane Warrants ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 35 Figure 1 – Left-Turn Lane Guidelines for Two-Lane Roads less than or equal to 40 mph The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left turning vehicle. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left turns in VA Left- turn lane is not needed for left turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: Report 279 and 457 1 - Purple Sage Road / Can Ada Road - Northbound Left Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 6 83 4 253 Left turn lane is NOT warranted ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 40 Figure 6 – Right-Turn Lane Guidelines for Two-Lane Roadways The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the right-turning vehicle. 2. Right-Turning Volume (veh/hr) - The right-turning volume is the number of advancing vehicles turning right. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. However, criteria other than volume, e.g. crash experience, may be used to justify a right-turn lane. If the combination of major road approach volume and right-turn volume intersects above or to the right of the speed trend line corresponding to the major road operating speed, then a right-turn lane is appropriate. Source: Report 279 and 457 1 - Purple Sage Road / Can Ada Road - Northbound Right Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 88 83 33 253 Right turn lane is NOT warranted ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 35 Figure 1 – Left-Turn Lane Guidelines for Two-Lane Roads less than or equal to 40 mph The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left turning vehicle. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left turns in VA Left- turn lane is not needed for left turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: Report 279 and 457 1 - Purple Sage Road / Can Ada Road - Southbound Left Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour Left turn lane is NOT warranted because left turn volumes <10 1 1 ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 40 Figure 6 – Right-Turn Lane Guidelines for Two-Lane Roadways The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the right-turning vehicle. 2. Right-Turning Volume (veh/hr) - The right-turning volume is the number of advancing vehicles turning right. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. However, criteria other than volume, e.g. crash experience, may be used to justify a right-turn lane. If the combination of major road approach volume and right-turn volume intersects above or to the right of the speed trend line corresponding to the major road operating speed, then a right-turn lane is appropriate. Source: Report 279 and 457 1 - Purple Sage Road / Can Ada Road - Southbound Right Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 4 1 Right turn lane is NOT warranted ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 35 Figure 1 – Left-Turn Lane Guidelines for Two-Lane Roads less than or equal to 40 mph The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left turning vehicle. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left turns in VA Left- turn lane is not needed for left turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: Report 279 and 457 2 - Deep Canyon Drive / Internal Collector -Westbound Left Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 21 47 28 128 Left turn lane is NOT warranted ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 40 Figure 6 – Right-Turn Lane Guidelines for Two-Lane Roadways The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the right-turning vehicle. 2. Right-Turning Volume (veh/hr) - The right-turning volume is the number of advancing vehicles turning right. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. However, criteria other than volume, e.g. crash experience, may be used to justify a right-turn lane. If the combination of major road approach volume and right-turn volume intersects above or to the right of the speed trend line corresponding to the major road operating speed, then a right-turn lane is appropriate. Source: Report 279 and 457 2 - Deep Canyon Drive / Internal Collector - Eastbound Right Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 0 0 Right turn lane is NOT warranted ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 40 Figure 6 – Right-Turn Lane Guidelines for Two-Lane Roadways The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the right-turning vehicle. 2. Right-Turning Volume (veh/hr) - The right-turning volume is the number of advancing vehicles turning right. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. However, criteria other than volume, e.g. crash experience, may be used to justify a right-turn lane. If the combination of major road approach volume and right-turn volume intersects above or to the right of the speed trend line corresponding to the major road operating speed, then a right-turn lane is appropriate. Source: Report 279 and 457 4 -Deep Canyon Drive / SH 16 - Southbound Right Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 6 912 3 523 Right turn lane is NOT warranted ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 35 Figure 1 – Left-Turn Lane Guidelines for Two-Lane Roads less than or equal to 40 mph The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left turning vehicle. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left turns in VA Left- turn lane is not needed for left turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: Report 279 and 457 5 - Lanktree Gulch Road / Can Ada Road - Northbound Left Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 290 88 98 135 Left turn lane is NOT warranted ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 40 Figure 6 – Right-Turn Lane Guidelines for Two-Lane Roadways The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the right-turning vehicle. 2. Right-Turning Volume (veh/hr) - The right-turning volume is the number of advancing vehicles turning right. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. However, criteria other than volume, e.g. crash experience, may be used to justify a right-turn lane. If the combination of major road approach volume and right-turn volume intersects above or to the right of the speed trend line corresponding to the major road operating speed, then a right-turn lane is appropriate. Source: Report 279 and 457 5 - Lanktree Gulch Road / Can Ada Road - Northbound Right Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 31 98 11 290 Right turn lane is NOT warranted ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 35 Figure 1 – Left-Turn Lane Guidelines for Two-Lane Roads less than or equal to 40 mph The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left turning vehicle. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left turns in VA Left- turn lane is not needed for left turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: Report 279 and 457 117 -SH 44 / Can Ada Road - Eastbound Left Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 449 1109 807 996 Left turn lane IS warranted ---PAGE BREAK--- Adopted: Revised: Res. 469 (7/13/94) Res. 675 (1/29/03); Res. 904 (8/19/09); Ord. 217 (9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238 (12/12/18); Ord. 247 (12/16/20) 7100 - 40 Figure 6 – Right-Turn Lane Guidelines for Two-Lane Roadways The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the right-turning vehicle. 2. Right-Turning Volume (veh/hr) - The right-turning volume is the number of advancing vehicles turning right. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. However, criteria other than volume, e.g. crash experience, may be used to justify a right-turn lane. If the combination of major road approach volume and right-turn volume intersects above or to the right of the speed trend line corresponding to the major road operating speed, then a right-turn lane is appropriate. Source: Report 279 and 457 17 - SH 44 / Can Ada Road - Westbound Right Year 2030 Total Traffic Conditions Weekday AM Peak Hour Weekday PM Peak Hour 108 449 56 1109 Right turn lane IS warranted