Document Redmond_doc_efad8e2120

LMC Marymoor Redmond, WA Transportation Impact Study January 16, 2019 Prepared for: Lennar Multifamily Communities, LLC 1325 Fourth Avenue, Suite 1300 Seattle, WA 98101 Prepared by: TENW Transportation Engineering NorthWest 11400 SE 8th Street, Suite 200 Bellevue, WA 98004 Office: (425) 889-6747 Fax: (425) 889-8369 ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page i Table of Contents FINDINGS/CONCLUSIONS 1 INTRODUCTION 3 Project Description 3 Project Approach 3 Primary Data and Information Sources 4 EXISTING CONDITIONS 7 Roadway Network 7 Nonmotorized Transportation Facilities 7 Transit 7 Collision History 8 Existing Traffic Volumes 10 Existing Level of Service 10 FUTURE CONDITIONS 15 Planned Transportation Improvements 15 Project Trip Generation 17 Project Trip Distribution and Assignment 19 Transportation Concurrency 19 Future Traffic Operations 21 Future Traffic Volumes 21 Future Level of Service 26 Site Access Analysis 29 East Lake Sammamish Trail 30 Parking 30 MITIGATION 31 Frontage and Roadway Improvements 31 Non-Motorized Improvements 31 Off-Site Improvements 31 Transportation Impact Fees 31 Appendices Appendix A – Level of Service Worksheets Appendix B – Detailed Trip Generation Calculations ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page ii Figures Figure 1 Project Site Vicinity 5 Figure 2 Preliminary Site Plan 6 Figure 3 2018 Existing AM Peak Hour Traffic Volumes 11 Figure 4 2018 Existing PM Peak Hour Traffic Volumes 12 Figure 5 Peak Hour Project Trip Distribution and Assignment 20 Figure 6 2022 No Action AM Peak Hour Traffic Volumes 22 Figure 7 2022 No Action PM Peak Hour Traffic Volumes 23 Figure 8 2022 With-Project AM Peak Hour Traffic Volumes 24 Figure 9 2022 With-Project PM Peak Hour Traffic Volumes 25 Tables Table 1 Existing Study Area Roadway Network 7 Table 2 Collision Data Summary, January 1, 2013 to December 31, 2017 9 Table 3 Collision Data Summary by Type, January 1, 2013 to December 31, 2017 9 Table 4 LOS Criteria for Signalized and Stop-Controlled Intersections1 13 Table 5 2018 Existing Peak Hour Level of Service Summary 14 Table 6 Trip Generation Summary 19 Table 7 Future 2022 AM Peak Hour Level of Service Summary 26 Table 8 Future 2022 PM Peak Hour Level of Service Summary 27 Table 9 Peak Hour Site Access LOS and Queuing 29 ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 1 FINDINGS/CONCLUSIONS This traffic impact analysis has been prepared for the proposed LMC Marymoor project located at 17611 NE 70th Street in Redmond, WA. Project Proposal. The LMC Marymoor site is located within the Marymoor Design District 2 (MDD2) zone of Southeast (SE) Redmond, WA. The proposed project includes the development of 450 multi- family residential (apartment) units, up to 17,000 square feet (SF) of ground floor retail space, and a 20,000 SF daycare with a capacity of up to 248 students. The existing site is currently occupied by a total of approximately 13,190 SF on industrial and manufacturing uses. Vehicular access to the site would be provided at two locations; a new full access driveway on 176th Ave NE and a new full access driveway on NE 68th Street. The project is anticipated to be completed and occupied in 2022. Trip Generation. The proposed LMC Marymoor development is estimated to generate 4,055 new weekday daily trips with 382 new trips occurring during the weekday AM peak hour (174 in, 208 out) and 405 new trips occurring during the weekday PM peak hour (216 in, 189 out). Transportation Concurrency. A concurrency application is being submitted to the City of Redmond along with this traffic study. It is anticipated that the project will meet the City of RedmondÊs transportation concurrency requirements and be issued a certificate of concurrency. Traffic Operations Analysis. A level of service (LOS) analysis was conducted at ten off-site study intersections for weekday AM and PM peak hour conditions. Based on the results of the LOS analysis, there are several signalized study intersections along Redmond Way that are anticipated to operate at LOS E or LOS F without or with the proposed LMC Marymoor project in 2022 during the AM and PM peak hours. There are improvements planned by the City and/or Sound Transit at the majority of the LOS E/F intersections that will improve future operations at these intersections. At intersections that are anticipated to operate at LOS E/F in 2022 without planned improvements, the proposed LMC Marymoor project has insignificant impacts. Site Access Analysis. Results of the LOS and queue analysis at the proposed site access locations on 176th Ave NE (at NE 69th Street and NE 68th Street) show that the controlled movements are expected to operate at LOS C or better with minimal vehicle queues during the weekday AM and PM peak hours in 2022. Mitigation Frontage & Roadway Improvements Frontage/Roadway improvements are proposed to include the following: NE 70th Street: • 19Ê dedication for Type I street. • Curb set to accommodate planned Sound Transit layout of NE 70th Street. • New curb, gutter, sidewalk, landscaping with street trees, and street lighting along project frontage. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 2 176th Ave NE: • 21Ê dedication for Type I street. • Removal of one existing driveway and replace with one new driveway curb-cut at approximately NE 69th Street. • New curb, gutter, sidewalk, landscaping with street trees, street lighting, cycle track, and on-street parking along project frontage. NE 68th Street: • 36Ê dedication for new Type II street. • New curb, gutter, sidewalk, landscaping with street trees, and street lighting along project frontage. Non-Motorized Improvements The LMC Marymoor project proposes to construct two new crosswalks from their site to the East Lake Sammamish Trail through the existing King County parking lot located directly east of the LMC Marymoor site. One crosswalk would be located at approximately NE 69th Street and would connect to both the trail and the existing pathway to/from the Whole Foods retail shopping center and the second crosswalk would be located at approximately NE 68th Street. These new crosswalks and sidewalks that will be constructed with the frontage improvements will accommodate all pedestrian and bicycle trips between the LMC site and the East Lake Sammamish Trail. The project is also constructing a cycle track on 176th Ave NE along the project frontage and new sidewalks on NE 70th Street, 176th Ave NE, and NE 68th Street along the project frontages. Off-Site Improvements The applicant will construct a northbound right-turn lane at the intersection of NE 70th Street/176th Ave NE along their project frontage. Based on the results of the analysis shown in this report, no other project-specific off-site transportation mitigation is proposed for concurrency or SEPA purposes. Transportation Impact Fees Long-term traffic impacts in the City of Redmond are mitigated by the projects included in the CityÊs Transportation Facilities Plan (TFP). The TFP projects are funded through the payment of City of Redmond transportation impact fees. Based on this process, a fee is assessed upon a development to pay for a proportionate share of the cost of public facilities needed to serve new growth and development. The final impact fee calculation will be based on the rates and project size in effect at the time of building permit issuance but should be adjusted to account for the anticipated reduced vehicular trip generation of the LMC Marymoor site as a result of being a TOD development located adjacent to the planned Sound Transit SE Redmond Station, and should also be adjusted for any applicable credits for transportation improvements constructed by the project Applicant. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 3 INTRODUCTION This traffic impact analysis has been prepared for the proposed LMC Marymoor project located at 17611 NE 70th Street in Redmond, WA. Project Description The LMC Marymoor site is located within the Marymoor Design District 2 (MDD2) zone of Southeast (SE) Redmond, WA. A vicinity map showing the location of the site and the surrounding area is included in Figure 1. The proposed project includes the development of 450 multi-family residential (apartment) units, up to 17,000 square feet (SF) of ground floor retail space, and a 20,000 SF daycare with a capacity of up to 248 students. The existing site is currently occupied by a total of approximately 13,190 SF on industrial and manufacturing uses. Vehicular access to the site would be provided at two locations; a new full access driveway on 176th Ave NE and a new full access driveway on NE 68th Street. The project is anticipated to be completed and occupied in 2022. A preliminary site plan concept is shown in Figure 2. Project Approach The specific scope items used in the evaluation of traffic impacts were discussed and confirmed by City staff. To analyze the traffic impacts from the LMC Marymoor project, the following tasks were undertaken: • Assessed existing conditions through field reconnaissance and reviewed existing planning documents. • Described existing roads, nonmotorized transportation facilities, and transit facilities in the project vicinity. • Documented traffic collisions in the project vicinity. • Documented existing traffic volumes and intersection LOS during the weekday AM and PM peak hours. • Documented future planned roadway improvements in the project vicinity. • Developed weekday daily, AM, and PM peak hour trip generation estimates. • Assigned weekday AM and PM peak hour project-generated trips onto a future road network with the NE 70th Street Extension. • Analyzed weekday AM and PM peak hour LOS for future conditions without and with the project at the following study intersections: 1. Redmond Way / 170th Ave NE (signalized) 2. Redmond Way / NE 76th Street / SR 520 Westbound on-ramp (signalized) 3. Redmond Way / SR 520 Eastbound off-ramp (signalized) 4. Redmond Way / NE 70th Street (signalized) 5. NE 70th Street / 176th Ave NE (northbound stop-controlled) 6. Redmond Way / E Lk Sammamish Pkwy NE / 180th Ave NE (signalized) ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 4 7. NE 65th Street / E Lk Sammamish Pkwy NE (signalized) 8. Redmond Way / 185th Ave NE (signalized) 9. Redmond Way / 188th Ave NE (signalized) 10. NE 76th Street / 180th Ave NE / 178th Ave NE (signalized) • Analyzed the weekday AM and PM peak hour operations at the site access driveways on 176th Ave NE at NE 68th Street and NE 69th Street. • Documented proposed traffic mitigation including frontage/roadway improvements, non-motorized improvements, off-site improvements, and payment of transportation impact fees. Primary Data and Information Sources • Institute of Transportation Engineers (ITE), Trip Generation Manual, 10th Edition, 2017. • Institute of Transportation Engineers (ITE), Trip Generation Handbook, 3rd Edition, 2017. • WSDOT collision data, January 1, 2013 to December 31, 2017. • 2018 AM and PM peak hour traffic counts, City of Redmond and All Traffic Data. • City of Redmond 2019-2024 TIP and 2013-2030 TFP. • Highway Capacity Manual (HCM), 6th Edition, 2016. • City of Redmond Impact Fee Schedule, effective January 1, 2019. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 5 Figure 1 Project Site Vicinity ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 6 Figure 2 Preliminary Site Plan ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 7 EXISTING CONDITIONS Roadway Network Table 1 describes the existing characteristics of the streets that would be used as primary routes to and from the site. Roadway characteristics are described in terms of orientation, arterial classification, number of lanes, posted speed limits, parking, pedestrian facilities, and bicycle facilities. The relationship of these roadways to the project site is shown in Figure 1. An aerial view of the transportation network in the site vicinity is shown on the next page. Table 1 Existing Study Area Roadway Network Roadway Orientation Arterial Classification # of Travel Lanes Posted Speed Limit (mph) Parking Sidewalks Bicycle Facilities Redmond Way (SR 202) E/W Principal Arterial 5/6 30 to 45 No Both Sides Bike Lanes on South Side or Both Sides E Lk Samm Pkwy N/S Minor Arterial 2 35 No Both Sides Bike Lanes on Both Sides 180th Ave NE N/S Collector Arterial 2+ 35 No Both Sides Bike Lanes on Both Sides NE 70th Street E/W Collector Arterial 2 25 No intermittent None 176th Ave NE N/S Local Street 2 25 No intermittent None + includes center two-way left-turn lane Nonmotorized Transportation Facilities Pedestrian facilities in the immediate project vicinity include sidewalks on the south side of NE 70th Street east of the East Lake Sammamish Trail, and sidewalks on both sides of Redmond Way. The East Lake Sammamish Trail is located directly east of the project site and provides a protected trail for pedestrians and bicycles. Other pedestrian facilities include curb ramps and crosswalks at signalized intersections. Bicycle facilities in the project vicinity include bike lanes on both sides of 180th Ave NE and E Lk Sammamish Pkwy NE. There are also bike lanes on the south side of Redmond Way west of 180th Ave NE and on both sides of Redmond Way east of 180th Ave NE. Transit Service Transit service to and from the project vicinity is provided by King County Metro Transit and Sound Transit. The nearest public transit stops are located on the north side of Redmond Way at NE 70th Street and on the east side of 180th Ave NE at approximately NE 70th Street. The transit stop on Redmond Way provides access to the Redmond LOOP. The transit stop on 180th Ave NE provides access to Metro Transit routes 216, 268, and 269. In addition, the Bear Creek Park & Ride is located approximately 2/3 mile north of the site at 7760 178th Ave NE. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 8 Aerial View of Project Vicinity (2018) Collision History Intersection Collisions Collisions at the study intersections were summarized for the most recent five-year period from January 1, 2013 to December 31, 2017. Collision data was provided by the Washington State Department of Transportation (WSDOT). Summaries of the total, yearly average, and collisions per million entering vehicles (MEV) are provided in Table 2. Summaries of collisions by type are provided in Table 3. 180th Ave NE NE 70th Street NE 68th Street NE 65th Street 176th Ave NE ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 9 Table 2 Collision Data Summary, January 1, 2013 to December 31, 2017 Intersection 2013 2014 2015 2016 2017 5-Year Total Collisions Average Annual Collisions Collisions per MEV 1 1. Redmond Way / 170th Ave NE 11 9 15 15 8 58 11.60 0.95 2. Redmond Way / NE 76th St 7 11 12 4 2 36 7.20 0.53 3. Redmond Way / SR 520 off-ramp 2 5 5 2 4 18 3.60 0.26 4. Redmond Way / NE 70th St 7 9 9 5 5 35 7.00 0.41 5. NE 70th St / 176th Ave NE 0 0 0 0 0 0 0.00 0.00 6. Redmond Way / E Lk Samm / 180th 14 15 15 18 8 70 14.00 0.77 7. E Lk Samm / NE 65th St 2 1 3 4 2 12 2.40 0.26 8. Redmond Way / 185th Ave NE 4 2 11 5 5 27 5.40 0.44 9. Redmond Way / 188th Ave NE 3 1 11 6 2 23 4.60 0.37 10. 180th Ave NE / NE 76th St 0 5 5 8 3 21 4.20 0.56 Source: WSDOT Collision Records. 1 MEV = Million Entering Vehicles. Table 3 Collision Data Summary by Type, January 1, 2013 to December 31, 2017 Collision Type Intersection 5-Year Total Collisions Average Annual Collision Rate Approach Turn Parked Veh/ Fixed Object Sideswipe Right Angle Rear-end Ped/Bike Involved Other 1. Redmond Way / 170th Ave NE 58 11.60 12 1 12 7 22 4 0 2. Redmond Way / NE 76th St 36 7.20 2 1 4 9 19 1 0 3. Redmond Way / SR 520 off-ramp 18 3.60 0 0 0 8 10 0 0 4. Redmond Way / NE 70th St 35 7.00 0 0 7 2 23 1 2 5. NE 70th St / 176th Ave NE 0 0.00 0 0 0 0 0 0 0 6. Redmond Way / E Lk Samm / 180th 70 14.00 0 4 14 7 40 1 4 7. E Lk Samm / NE 65th St 12 2.40 2 0 0 3 5 1 1 8. Redmond Way / 185th Ave NE 27 5.40 0 3 1 3 18 0 2 9. Redmond Way / 188th Ave NE 23 4.60 0 1 1 4 16 0 1 10. 180th Ave NE / NE 76th St 21 4.20 9 2 1 4 5 0 0 Source: WSDOT Collision Records. Intersection collision rates over 1.0 collision per MEV generally warrant further review to determine if any patterns exist. Based on the collision data, none of the study intersections have a rate that exceeds 1.0 collision per MEV. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 10 Collisions on 176th Ave NE TENW also reviewed the most recent 5-year collision history along the project frontage on 176th Ave NE between NE 70th Street and approximately NE 68th Street. The collision history was provided by WSDOT. The collision records included one incident that occurred on 176th Ave NE 200 feet south of NE 70th Street. The collision records indicate that this collision was between a stopped vehicle parked illegally in the southbound direction and a vehicle travelling southbound. With only one collision in the last 5 years near the location of the proposed LMC Marymoor site access driveways on 176th Ave NE, there are no existing safety issues or collision patterns that must be considered relative to the proposed accesses on 176th Ave NE. Existing Traffic Volumes Existing weekday AM and PM peak hour traffic volumes at the ten study intersections were based on counts conducted in 2018 by the City of Redmond and All Traffic Data. Figure 3 and Figure 4 illustrate the existing 2018 AM and PM peak hour traffic volumes at the study intersections. Existing Level of Service Per City of Redmond Traffic Study Phase 2 requirements, all signalized intersections impacted by 20 or more PM peak hour trips are required as study intersections. Based on the trip distribution and assignment shown later in Figure 5 and Figure 6 and our scoping discussions with the City of Redmond, an existing weekday AM and PM peak hour level of service (LOS) analysis was conducted at the following study intersections: 1. Redmond Way / 170th Ave NE (signalized) 2. Redmond Way / NE 76th Street / SR 520 Westbound on-ramp (signalized) 3. Redmond Way / SR 520 Eastbound off-ramp (signalized) 4. Redmond Way / NE 70th Street (signalized) 5. NE 70th Street / 176th Ave NE (northbound stop-controlled) 6. Redmond Way / E Lk Sammamish Pkwy NE / 180th Ave NE (signalized) 7. NE 65th Street / E Lk Sammamish Pkwy NE (signalized) 8. Redmond Way / 185th Ave NE (signalized) 9. Redmond Way / 188th Ave NE (signalized) 10. NE 76th Street / 180th Ave NE / 178th Ave NE (signalized) LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes intersection LOS. At signalized intersections, LOS A represents free-flow conditions (motorists experience little or no delays), and LOS F represents forced-flow conditions where motorists experience an average delay in excess of 80 seconds per vehicle. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 11 Figure 3 2018 Existing AM Peak Hour Traffic Volumes ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 12 Figure 4 2018 Existing PM Peak Hour Traffic Volumes ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 13 The LOS reported for signalized intersections represents the average control delay (sec/veh) and can be reported for the overall intersection, for each approach, and for each lane group (additional v/c ratio criteria apply to lane group LOS only). The LOS reported at stop-controlled intersections is based on the average control delay and can be reported for each controlled minor approach, controlled minor lane group, and controlled major- street movement (and for the overall intersection at all-way stop controlled intersections. Additional v/c ratio criteria apply to lane group or movement LOS only). Table 4 outlines the current HCM (6th Edition) LOS criteria for signalized and stop-controlled intersections based on these methodologies. Table 4 LOS Criteria for Signalized and Stop-Controlled Intersections1 SIGNALIZED INTERSECTIONS STOP-CONTROLLED INTERSECTIONS LOS by Volume-to Capacity (V/C) Ratio2 LOS by Volume-to Capacity (V/C) Ratio3 Control Delay (sec/veh) ≤ 1.0 > 1.0 Control Delay (sec/veh) ≤ 1.0 > 1.0 ≤ 10 A F ≤ 10 A F > 10 to ≤ 20 B F > 10 to ≤ 15 B F > 20 to ≤ 35 C F > 15 to ≤ 25 C F > 35 to ≤ 55 D F > 25 to ≤ 35 D F > 55 to ≤ 80 E F > 35 to ≤ 50 E F > 80 F F > 50 F F 1 Source: Highway Capacity Manual (HCM), Transportation Research Board, 6th Edition, 2016. 2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay. 3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole at two-way stop controlled intersections. For approach-based and intersection-wide assessments at all-way stop controlled intersections, LOS is solely defined by control delay. Level of service calculations for intersections were based on methodology and procedures outlined in the current HCM (6th edition) using 10.3 traffic analysis software. Existing signal timing used in the analysis was provided by the City of Redmond and the Washington State Department of Transportation (WSDOT). The 2018 existing weekday PM peak hour LOS analysis results at the ten study intersections are summarized in Table 5. The 2018 existing LOS worksheets are included in Appendix A. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 14 Table 5 2018 Existing Peak Hour Level of Service Summary 2018 Existing AM Peak Hour 2018 Existing PM Peak Hour Study Intersection / Movement LOS Delay (sec) LOS Delay (sec) Signalized Intersections 1. Redmond Way / 170th Ave NE C 29.3 D 49.9 2. Redmond Way / NE 76th St / SR 520 on-ramp E 60.8 C 33.9 3. Redmond Way / SR 520 Eastbound off-ramp C 24.6 C 27.8 4. Redmond Way / NE 70th Street B 18.8 B 19.0 6. Redmond Way / E Lk Samm Pkwy / 180th E 64.6 E 72.6 7. NE 65th Street / E Lk Samm Pkwy B 11.1 C 25.8 8. Redmond Way / 185th Ave NE E 71.4 C 21.4 9. Redmond Way / 188th Ave NE F 88.0 C 30.5 10. NE 76th Street / 180th Ave NE / 176th Ave NE C 32.1 C 22.1 Stop Controlled Intersections 5. NE 70th Street / 176th Ave NE Northbound Shared Left-Right (stop) B 10.4 B 10.7 Westbound Left-Turn A 7.7 A 7.6 AM Peak Hour As shown in Table 5, all signalized study intersections and individual lane groups at the stop controlled study intersection are estimated to operate at LOS D or better during the AM peak hour with exception to the following: • Redmond Way / NE 76th St / SR 520 on-ramp currently operates at LOS E. • Redmond Way / E Lk Samm Pkwy NE currently operates at LOS E. • Redmond Way / 185th Ave NE currently operates at LOS E. • Redmond Way / 188th Ave NE currently operates at LOS F. PM Peak Hour As shown in Table 5, all signalized study intersections and individual lane groups at the stop controlled study intersection are estimated to operate at LOS D or better during the PM peak hour with exception to the signalized intersection of Redmond Way/E Lk Samm Pkwy/180th Ave NE which is estimated to operate at LOS E under 2018 existing conditions. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 15 FUTURE CONDITIONS Planned Transportation Improvements This section documents the known planned transportation improvements in the study area by Sound Transit and the City of Redmond. Sound Transit East Link Extension Sound TransitÊs Downtown Redmond East Link Extension project will extend light rail between Overlake and downtown Redmond with a station in SE Redmond located in the Marymoor Village subarea. The SE Redmond Station is anticipated to be complete in 2024 and will also provide additional local and regional bus transit by King County Metro Transit in addition to light rail. Plans for the SE Redmond Station include a 1,400-stall parking garage for park and ride use located on the north leg of the intersection of NE 70th Street/176th Ave NE. Sound Transit has identified multiple transportation improvements in the Marymoor Village subarea to mitigate the anticipated traffic impacts of the proposed SE Redmond Station. These mitigation improvements are being coordinated with the City of Redmond and include: • Widening and improvement of NE 70th Street between 173rd Ave NE and Redmond Way • Construction of a traffic signal at the intersection of NE 70th Street/176th Ave NE • Construction of eastbound right-turn lane and second westbound left-turn lane on Redmond Way at NE 70th Street • Construction of second eastbound left-turn lane at Redmond Way/NE 76th Street • Extension of East Lake Sammamish Trail through SR 520 interchange area to connect with Redmond Central Connector. • Intersection improvements at Redmond Way/E Lk Samm Pkwy/180th Ave NE Planned transportation improvement projects identified in the City of RedmondÊs current 2019-2024 TIP, 2013-2030 TFP, and 2013-2030 TMP Unfunded Buildout Plan are included below. 2019-2024 TIP Projects 2013-2030 TMP Projects ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 16 • TIP #C64 (TFP #84) – Redmond Way Bridge Modifications and 76th Street Widening Description: This project will add a second eastbound left-turn lane on Redmond Way and include associated widening on NE 76th Street to accommodate the dual left-turns from Redmond Way. The scheduled start of the project is 2024. • TIP #C65 (TMP #133 and #244) – Redmond Way and East Lake Samm Pkwy Intersection Improvements Description: Increase capacity at Redmond Way/East Lake Sammamish Parkway by physically separating the eastbound right-turn from the westbound left-turn and by converting the northbound triple left-turns (on ELSP) to two left-turns and one through lane to better balance traffic between the three lanes. The pedestrian crossings would also be revised to provide one crossing at each leg of the intersection. The scheduled start of the project is 2021. • TIP #C68 (TFP #360) – NE 70th Street Improvements Description: The project will complete the NE 70th Street Extension from Redmond Way to 180th Ave NE per the Marymoor subarea Plan. The scheduled start of the project is 2024. • TIP #C78 (TMP #378) – 173rd Ave NE Completion (NE 67th St to NE 70th St) Description: The project will complete 173rd Ave NE from NE 67th Street to NE 70th Street per the Marymoor subarea Plan. The scheduled start of the project is 2024. • TIP #C86 (TMP #392) – 70th Street Improvements (Redmond Way to 173rd Ave NE) Description: The project will construct new 70th Street from Redmond Way to the Marymoor Light Rail Station and 173rd Ave NE. Intersection improvements include an additional northbound left-turn lane on Redmond Way to 70th Street. The scheduled start of the project is 2020. • TIP #B60 – 176th Ave NE Sidewalk (NE 65th St to NE 70th St) Description: The project will add sidewalk on 176th Ave NE between NE 65th and NE 70th Streets. The scheduled start of the project is 2023. • TIP #B86 – East Lake Sammamish Trail/RCC Connection (SR 520 Undercrossing) Description: Provide grade separated trail through the SR 520/SR 202 Interchange area along the planned light rail alignment, connecting East Lake Sammamish Trail and Redmond Central Connector. Provide access to the planned Southeast Redmond light rail station. The scheduled start of the project is 2020. • TIP #B100 – SE Redmond Trail - ELST to Station to Marymoor Connector Description: Construct a regional paved trail connecting the East Lake Sammamish Trail to the Southeast Redmond Light Rail Station to the Marymoor Park Trail per the Marymoor Infrastructure Report. The scheduled start of the project is 2024. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 17 • TMP #97 – East Lake Sammamish Pkwy from Redmond Way to 187th Ave NE Description: Widen East Lake Sammamish Pkwy from Redmond Way to 187th Ave NE. Improvements include 1 through lane in each direction, left turn lanes where needed, bike lanes, curb, gutter, sidewalks, street lights, storm drainage, underground power, and right-of-way. • TMP #134 – NE 70th/176th Ave Truck Movement Enhancement Description: Improve intersection geometry and traffic control for trucks and traffic at NE 70th Street/176th Ave NE. • TMP #393 – Redmond Way non-motorized crossing near SE Redmond Light Rail Station Description: Consistent with the Southeast Redmond Neighborhood Plan, provide a non-motorized crossing of Redmond Way between the westbound SR 520 on-ramp and NE 70th Street that increases route directness to/from the Southeast Redmond light rail station and minimizes potential conflicts with vehicles. • TMP #390 – NE 68th St Connection Description: Construct connector street from 173rd Ave NE to 177th Ave NE. • TMP #391 – NE 69th St Woonerf Description: Construct woonerf-style local access facility from 175th Pl NE to 177th Ave NE. Project Trip Generation The proposed LMC Marymoor project includes the development of 450 multi-family residential (apartment) units, up to 17,000 square feet (SF) of ground floor retail space, and a 20,000 SF daycare with a capacity of up to 248 students. The existing site is currently occupied by a total of approximately 13,190 SF on industrial and manufacturing uses which would be removed with the proposed project. Proposed Uses The gross, unadjusted weekday daily, AM peak hour, and PM peak hour trip generation estimates for the proposed uses were based on the trip rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition for Land Use Code (LUC) 221 (Multifamily Housing – Midrise), LUC 820 (Shopping Center), and LUC 565 (Daycare). Adjustments to the gross trip generation of the proposed uses were made to account for internal trips and non-vehicle trips. Internal and Non-Vehicle Trips. Reductions to the gross trip generation of the proposed mixed-use development were taken to account for internal trips and non-vehicle trips. The non-vehicle trips include walking, biking, and transit trips and are intended to reflect an anticipated reduction in vehicular trips for the LMC Marymoor site given its location in the Marymoor subarea and its proximity to the planned Sound Transit SE Redmond Station. The internal and non-vehicle trip reduction for the proposed land use in the LMC Marymoor project was estimated based on the MXD+ methodology which takes a blended calculation of the MXD and ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 18 calculation results for internal capture and adds in walk and transit travel reductions based on the MXD calculations. The MXD methodology was developed by the Environmental Protection Agency (EPA) in conjunction with the Institute of Transportation Engineers (ITE). The „EPA‰ method considers the siteÊs size, mix of uses, and proximity to transit and employment to estimate the internal capture of trips within the mixed-use development (MXD) as well as estimates of off-site walking and transit usage for trips starting or ending in the mixed-use development. The specific estimated MXD+ external vehicle trip reduction calculations for the LMC Marymoor site were 29% for weekday daily, 22% for weekday AM peak hour, and 29% for weekday PM peak hour. These external vehicle trip reductions were very similar to the calculations documented in the HDR Marymoor Subarea Traffic Analysis (27% for weekday daily, 30% for weekday AM peak hour, and 28% for weekday PM peak hour) which estimated internal and non-vehicle trips using only the MXD methodology. As a conservative estimate, and as approved in discussions with the City, a 20% reduction was applied to the proposed residential and retail uses and a 25% reduction was applied to the proposed daycare use for the weekday daily, AM peak hour, and PM peak hour trip generation estimates. The trip reductions account for internal trips and non-vehicle trips (walking/biking and transit) associated with the LMC Marymoor site being located in the Marymoor Village subarea and adjacent to the planned Sound Transit SE Redmond station and the East Lake Sammamish Trail. Note that the 25% daycare trip reduction is intended to account for linked trips between the daycare and the Sound Transit SE Redmond Station and conservatively assumes no internal trip reductions between the daycare and the residential/retail uses on the LMC site. Pass-by Trips. Consistent with methodology and studies documented in the ITE Trip Generation Handbook, 3rd Edition, 2017, reductions in the vehicular trip generation of the retail use are typically taken to account for pass-by trips (after internal and non-vehicle adjustments). Pass-by trips are made by vehicles that are already on the adjacent streets and make intermediate stops at the site on route to a primary destination (i.e. on the way from work to home). Pass-by trips are trips that are diverted from the through movements on the adjacent streets, and therefore still impact operations at the site access points. Based on discussions with the City, as a conservative measure, no pass-by trip reductions were included in the weekday daily, AM peak hour, or PM peak hour trip estimates. Trip Credit for Existing Uses The applicant will receive trip generation credits for the existing industrial uses that will be demolished. Existing use trip generation estimates were based on ITE methodology for LUC 110 (General Light Industrial). Net New Trips The net new trips associated with the LMC Marymoor development were determined by subtracting the existing site trips from the proposed trips. A summary of the net new weekday daily, AM peak hour, and PM peak hour vehicular trip generation estimates for the LMC Marymoor project is shown in Table 6. A detailed trip generation estimate is included in Attachment B. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 19 Table 6 Trip Generation Summary Net New Trips Generated Weekday Time Period In Out Total Weekday Daily 2,027 2,028 4,055 Weekday AM Peak Hour 174 208 382 Weekday PM Peak Hour 216 189 405 As shown in Table 6, the proposed LMC Marymoor development is estimated to generate 4,055 new weekday daily trips with 382 new trips occurring during the weekday AM peak hour (174 in, 208 out) and 405 new trips occurring during the weekday PM peak hour (216 in, 189 out). Project Trip Distribution and Assignment The distribution of trips generated by the proposed LMC Marymoor mixed-use project was estimated based previously approved residential projects and existing travel patterns in the vicinity of the site based on a review of existing traffic count data. The distribution of trips also assumes that the NE 70th Street Extension between Redmond Way and 180th Ave NE will be constructed and operational prior to occupancy of the proposed CVS project. The new AM and PM peak hour project-generated trips were generally distributed as follows: • 10 percent to/from the west on Redmond Way • 35 percent to/from the west on SR 520 • 10 percent to/from the east on Redmond Way • 5 percent to/from the east on NE 68th St • 15 percent to/from the south on East Lake Sammamish Parkway • 15 percent to/from the north on 180th Ave NE • 10 percent local within Marymoor Design District 2 The distribution and assignment of the net new AM and PM peak hour project trips at the study intersections and site access driveways is illustrated in Figure 5. Transportation Concurrency A concurrency application is being submitted to the City of Redmond along with this traffic study. Using the information in the application, the City evaluates whether enough MUs from the six-year program and the Transportation Facility Plan (TFP) can be supplied to meet travel demand from the development at the time of opening, or within six years. If the MU supply is available to serve the MU demand from the development, the City will issue a certificate of concurrency. The current MU supply will accommodate the additional MU demand created by the proposed LMC Marymoor project. Therefore, it is anticipated that a certificate of concurrency will be issued for the project. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 20 Figure 5 Peak Hour Project Trip Distribution and Assignment ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 21 Future Traffic Operations Future Traffic Volumes Future 2022 No Action Traffic Volumes with NE 70th Street Extension To estimate the future 2022 No Action (without project) AM and PM peak hour traffic volumes, a 2 percent annual growth rate (based on the CityÊs Phase 2 Traffic Study guidelines) was applied to the 2018 existing traffic volumes. In addition to the 2 percent annual background growth rate, trips from the following 5 pipeline projects (as directed by the City) were included in the future without- project traffic volumes:  Alexan Marymoor  Union Hill Car Wash  Redmond DriverÊs Club/Metro AutoPark  Bond Apartments  CVS Pharmacy The NE 70th Street Extension project between Redmond Way and 180th Ave NE is proposed to be constructed in conjunction with the CVS Pharmacy pipeline project. Although the CityÊs TIP assumes the NE 70th Street Extension would be completed in 2024, it was assumed to be completed for the future year 2022 analysis documented in this traffic study. The redistribution of background traffic associated with the new NE 70th Street Extension was estimated based on adjustments documented in the Woodspring Suites Traffic Impact Study (Gibson Traffic Consultants, 2015) which were based on volume forecasts documented in the City of RedmondÊs NE 70th Street Extension Study (W&H Pacific). Figure 6 and Figure 7 illustrate the future 2022 No Action AM and PM peak hour traffic volumes with the NE 70th Street Extension at the study intersections. Future 2022 Traffic Volumes With-Project To estimate the future year 2022 with-project traffic volumes, the new project-generated trips which are shown in Figure 5 were added to the future 2022 No Action volumes with the NE 70th Street Extension (see Figure 6 and Figure 7) to obtain future with-project traffic volumes. The resulting total 2022 with-project AM and PM peak hour traffic volumes (with the NE 70th Street Extension) at the study intersections and site access driveways are shown in Figure 8 and Figure 9. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 22 Figure 6 2022 No Action AM Peak Hour Traffic Volumes ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 23 Figure 7 2022 No Action PM Peak Hour Traffic Volumes ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 24 Figure 8 2022 With-Project AM Peak Hour Traffic Volumes ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 25 Figure 9 2022 With-Project PM Peak Hour Traffic Volumes ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 26 Future Level of Service A future Level of Service (LOS) analysis was conducted at the ten study intersections for weekday AM and PM peak hour No Action (without project) conditions and for future with-project conditions. The channelization and signal timing assumptions for the future year 2022 LOS analyses were consistent with existing conditions, except at the intersection of Redmond Way/NE 70th Street where the channelization and signal timing assumptions for the future year 2022 with-project LOS analyses assume the NE 70th Street Extension between Redmond Way and 180th Ave NE is completed. Therefore, the future year 2022 analysis at Redmond Way/NE 70th Street includes new channelization for the southbound approach, protected northbound and southbound left-turn phasing, and optimized splits. The future weekday AM peak hour LOS results at the study intersections with and without the proposed LMC Marymoor project are summarized in Table 7 and the PM peak hour LOS results at the study intersections without and with the proposed LMC Marymoor project are summarized in Table 8. The LOS worksheets are included in Appendix A. Table 7 Future 2022 AM Peak Hour Level of Service Summary Future 2022 No Action AM Peak Hour Future 2022 With-Project AM Peak Hour Study Intersection / Movement LOS Delay (sec) LOS Delay (sec) Signalized Intersections 1. Redmond Way / 170th Ave NE C 31.4 C 31.0 2. Redmond Way / NE 76th / SR 520 on-ramp E 70.1 E 69.2 3. Redmond Way / SR 520 EB off-ramp C 31.4 D 36.3 4. Redmond Way / NE 70th St F 91.0 F 110.9 6. Redmond Way / E Lk Samm Pkwy / 180th F 114.9 F 129.5 7. NE 65th St / E Lk Samm Pkwy B 11.1 B 11.8 8. Redmond Way / 185th Ave NE F 101.0 F 104.0 9. Redmond Way / 188th Ave NE F 117.7 F 120.5 10. NE 76th St / 180th Ave NE / 178th Ave NE D 48.3 D 51.7 Stop Controlled Intersections 5. NE 70th Street / 176th Ave NE Northbound Left-Right (stop) B 10.7 Northbound Left (stop) C 22.9 Northbound Right (stop) B 11.5 Westbound Left A 7.7 A 8.1 ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 27 Table 8 Future 2022 PM Peak Hour Level of Service Summary Future 2022 No Action PM Peak Hour Future 2022 With-Project PM Peak Hour Study Intersection / Movement LOS Delay (sec) LOS Delay (sec) Signalized Intersections 1. Redmond Way / 170th Ave NE E 59.0 E 60.2 2. Redmond Way / NE 76th / SR 520 on-ramp D 36.2 D 36.3 3. Redmond Way / SR 520 EB off-ramp D 38.9 D 48.0 4. Redmond Way / NE 70th St D 45.6 D 51.4 6. Redmond Way / E Lk Samm Pkwy / 180th F 109.3 F 114.6 7. NE 65th St / E Lk Samm Pkwy D 37.4 D 36.6 8. Redmond Way / 185th Ave NE C 26.9 C 27.0 9. Redmond Way / 188th Ave NE C 34.3 C 34.6 10. NE 76th St / 180th Ave NE / 178th Ave NE C 26.0 C 27.3 Stop Controlled Intersections 5. NE 70th Street / 176th Ave NE Northbound Left-Right (stop) B 11.3 Northbound Left (stop) C 16.9 Northbound Right (stop) B 12.7 Westbound Left A 7.7 A 8.0 AM Peak Hour As shown in Table 7, all signalized study intersections and individual lane groups at the stop controlled study intersection are estimated to operate at LOS D or better during the AM peak hour in 2022 without or with the proposed LMC Marymoor project with exception to the following: • Redmond Way / NE 76th St/SR 520 on-ramp is anticipated to operate at LOS E. • Redmond Way / NE 70th Street is anticipated to operate at LOS F. • Redmond Way / E Lk Samm Pkwy NE is anticipated to operate at LOS F. • Redmond Way / 185th Ave NE is anticipated to operate at LOS F. • Redmond Way / 188th Ave NE is anticipated to operate at LOS F. PM Peak Hour As shown in Table 8, all signalized study intersections and individual lane groups at the stop controlled study intersection are estimated to operate at LOS D or better during the PM peak hour in 2022 without or with the proposed LMC Marymoor project with exception to the following: • Redmond Way / 170th Ave NE is anticipated to operate at LOS E. • Redmond Way/E Lk Samm Pkwy/180th Ave NE is estimated to operate at LOS F. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 28 The specific study intersections that are anticipated to operate at LOS E or LOS F in 2022 without or with the proposed LMC Marymoor project are discussed in more detail below. Redmond Way / 170th Ave NE The intersection of Redmond Way/NE 76th Street/SR 520 WB on-ramp is anticipated to operate at LOS E during the PM peak hour in 2022 without or with the proposed project. The vehicular delay is anticipated to increase by only 1.2 seconds per vehicle as a result of the additional 45 PM peak hour trips that the proposed LMC Marymoor project is estimated to add to the intersection (1.2 percent project traffic to total traffic). Redmond Way / NE 76th Street / SR 520 WB on-ramp The intersection of Redmond Way/NE 76th Street/SR 520 WB on-ramp is anticipated to operate at LOS E during the AM peak hour in 2022 without or with the proposed project. The CityÊs TIP (Project #C64) identifies planned improvements at this intersection that include the construction of a second eastbound left-turn lane on Redmond Way and associated widening on NE 76th Street to accommodate the dual left-turns from Redmond Way. These improvements will improve future operations at the intersection. Sound Transit is committed to completing these improvements with the SE Redmond station project. Redmond Way / NE 70th Street The intersection of Redmond Way/NE 70th Street is anticipated to operate at LOS F during the AM peak hour in 2022 without or with the proposed project. The CityÊs TIP (Project #C86) and Sound TransitÊs design plans identify planned improvements at this intersection that include the addition of an eastbound right-turn lane on Redmond Way and the addition of a second westbound left-turn lane on Redmond Way. These improvements will improve future operations at the intersection. Sound Transit is committed to completing these improvements with the SE Redmond station project. Redmond Way/E Lk Samm Pkwy/180th Ave NE The intersection of Redmond Way/E Lk Samm Pkwy/180th Ave NE is anticipated to operate at LOS F during the AM and PM peak hours in 2022 without or with the proposed project. The CityÊs TIP (Project #C65) identifies planned improvements at this intersection that include physically separating the eastbound right-turn from the westbound left-turn, converting the channelization on the northbound approach to two left-turns and a through lane, and revising the pedestrian crossings. These improvements will be jointly funded by the City and Sound Transit and will improve both operations and safety at the intersection. Redmond Way / 185th Ave NE The intersection of Redmond Way / 185th Ave NE is anticipated to operate at LOS F during the AM peak hour in 2022 without or with the proposed project. The vehicular delay is anticipated to increase by only 3.0 seconds per vehicle as a result of the additional 43 PM peak hour trips that the proposed LMC Marymoor project is estimated to add to the intersection (1.4 percent project traffic to total traffic). Redmond Way / 188th Ave NE The intersection of Redmond Way / 188th Ave NE is anticipated to operate at LOS F during the AM peak hour in 2022 without or with the proposed project. The vehicular delay ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 29 is anticipated to increase by only 2.8 seconds per vehicle as a result of the additional 43 PM peak hour trips that the proposed LMC Marymoor project is estimated to add to the intersection (1.2 percent project traffic to total traffic). Site Access Analysis To evaluate the operations of the proposed site access driveways, a level of service (LOS) and queue analysis was completed. As shown in Figure 2, vehicular access to the LMC Marymoor site would be provided at two locations: a new full access driveway on 176th Ave NE, and a new full access driveway on NE 68th Street. It should be noted that a LOS calculation was not conducted at the residential site access driveway on NE 68th Street since NE 68th Street will be a dead-end street and the LMC Marymoor project trips will be the only volumes on NE 68th Street at year of opening (2022). Therefore, a LOS calculation was completed at the two-way stop controlled intersection of 176th Ave NE/NE 68th Street instead. The weekday AM and PM peak hour LOS and queue analysis at the site access locations were based on the methodology outlined in the 6th Edition of the Highway Capacity Manual using 10.0 software. The estimated future weekday AM and PM peak hour traffic volumes with the proposed project at the site driveways are shown in Figure 8 and Figure 9. Table 9 summarizes the calculated LOS and the 95th percentile queues at the controlled movements at the proposed site access driveways during the weekday AM and PM peak hours. The reported 95th percentile queues represent a condition that is exceeded only 5 percent of the time. Detailed LOS and queue calculation worksheets are included in Appendix A. Table 9 Peak Hour Site Access LOS and Queuing Site Access Controlled Movements Future 2022 With Project LOS Delay (sec/veh) 95th Percentile Queue (ft) 1 AM Peak Hour A. 176th Ave NE / NE 69th St (Site Access) Southbound Left (entering) A 8.6 < 25’ Westbound Left-Right (exiting) C 17.0 50’ B. 176th Ave NE / NE 68th St (Site Access) Southbound Left (entering) A 8.0 < 25‘ Westbound Left-Right (exiting) B 11.9 < 25’ PM Peak Hour A. 176th Ave NE / NE 69th St (Site Access) Southbound Left (entering) A 7.6 < 25’ Westbound Left-Right (exiting) B 10.5 25’ B. 176th Ave NE / NE 68th St (Site Access) Southbound Left (entering) A 8.4 < 25’ Westbound Left-Right (exiting) B 12.6 < 25’ 1. Queues are 95th Percentile queues. <25’ indicates 95th Percentile queue statistically less than 1 veh. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 30 As shown in Table 9, based on our analysis, the controlled movements at the proposed site access locations on 176th Ave NE (at NE 69th Street and NE 68th Street) are expected to operate at LOS C or better with minimal vehicle queues during the weekday AM and PM peak hours in 2022. East Lake Sammamish Trail As shown in Figure 2, the LMC Marymoor project is proposing to construct two new crosswalks from their site to the East Lake Sammamish Trail through the existing King County parking lot located directly east of the LMC Marymoor site. One crosswalk would be located at approximately NE 69th Street and would connect to both the trail and the existing pathway to/from the Whole Foods retail shopping center and the second crosswalk would be located at approximately NE 68th Street. Additionally, the LMC project will construct new sidewalk along their project frontage along the south side of NE 70th Street, along the north side of NE 68th Street, and along the east side of 176th Ave NE. These new crosswalks and sidewalks will accommodate all pedestrian and bicycle trips between the LMC site and the East Lake Sammamish Trail. Parking The applicant is proposing a parking ratio for the residential component of the project that is below the current City of Redmond Zoning Code requirements. A separate parking modification request memo is being submitted to the City of Redmond requesting a parking modification to allow for a minimum parking ratio of 1.00 stall per dwelling unit rather than the code-required 1.25 stalls per dwelling unit. Parking for the commercial and daycare uses are proposed to meet minimum code requirements. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 31 MITIGATION Frontage and Roadway Improvements Frontage/Roadway improvements are proposed to include the following: NE 70th Street: • 19Ê dedication for Type I street. • Curb set to accommodate planned Sound Transit layout of NE 70th Street. • New curb, gutter, sidewalk, landscaping with street trees, and street lighting along project frontage. 176th Ave NE: • 21Ê dedication for Type I street. • Removal of one existing driveway and replace with one new driveway curb-cut at approximately NE 69th Street. • New curb, gutter, sidewalk, landscaping with street trees, street lighting, cycle track, and on-street parking along project frontage. NE 68th Street: • 36Ê dedication for new Type II street. • New curb, gutter, sidewalk, landscaping with street trees, and street lighting along project frontage. Non-Motorized Improvements The LMC Marymoor project proposes to construct two new crosswalks from their site to the East Lake Sammamish Trail through the existing King County parking lot located directly east of the LMC Marymoor site. One crosswalk would be located at approximately NE 69th Street and would connect to both the trail and the existing pathway to/from the Whole Foods retail shopping center and the second crosswalk would be located at approximately NE 68th Street. These new crosswalks and sidewalks that will be constructed with the frontage improvements will accommodate all pedestrian and bicycle trips between the LMC site and the East Lake Sammamish Trail. The project is also constructing a cycle track on 176th Ave NE along the project frontage and new sidewalks on NE 70th Street, 176th Ave NE, and NE 68th Street along the project frontages. Off-Site Improvements The applicant will construct a northbound right-turn lane at the intersection of NE 70th Street/176th Ave NE along their project frontage. Based on the results of the analysis shown in this report, no other project-specific off-site transportation mitigation is proposed for concurrency or SEPA purposes. Transportation Impact Fees Long-term traffic impacts in the City of Redmond are mitigated by the projects included in the CityÊs Transportation Facilities Plan (TFP). The TFP projects are funded through the payment of City of Redmond transportation impact fees. Based on this process, a fee is assessed upon a development ---PAGE BREAK--- Transportation Impact Study LMC Marymoor TENW January 16, 2019 Page 32 to pay for a proportionate share of the cost of public facilities needed to serve new growth and development. The final impact fee calculation will be based on the rates and project size in effect at the time of building permit issuance but should be adjusted to account for the anticipated reduced vehicular trip generation of the LMC Marymoor site as a result of being a TOD development located adjacent to the planned Sound Transit SE Redmond Station, and should also be adjusted for any applicable credits for transportation improvements constructed by the project Applicant. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor - Redmond Appendix A Level of Service (LOS) Calculations at Study Intersections ---PAGE BREAK--- Transportation Impact Study LMC Marymoor - Redmond 2018 Existing AM Peak Hour ---PAGE BREAK--- Lanes, Volumes, Timings 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 30 510 44 261 613 121 15 73 181 207 135 17 Future Volume (vph) 30 510 44 261 613 121 15 73 181 207 135 17 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 0 275 0 170 0 150 0 Storage Lanes 1 0 2 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 468 498 439 Travel Time 13.3 10.6 11.3 10.0 Confl. Peds. 2 3 5 7 7 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles 4% 4% 4% 3% 3% 3% 2% 2% 2% 1% 1% 1% Shared Lane Traffic Turn Type Prot NA Prot NA Perm pm+pt NA pm+ov pm+pt NA Protected Phases 5 2 1 6 3 8 1 7 4 Permitted Phases 6 8 8 4 Detector Phase 5 2 1 6 6 3 8 8 1 7 4 4 Switch Phase Minimum Initial 5.0 6.0 6.0 6.0 6.0 5.0 5.0 6.0 5.0 5.0 Minimum Split 10.0 24.0 11.0 24.0 24.0 10.0 25.0 11.0 10.0 25.0 Total Split 16.0 32.0 20.0 36.0 36.0 11.0 27.0 20.0 11.0 27.0 Total Split 17.8% 35.6% 22.2% 40.0% 40.0% 12.2% 30.0% 22.2% 12.2% 30.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 42 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: 170 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 510 44 261 613 121 15 73 181 207 135 17 Future Volume (veh/h) 30 510 44 261 613 121 15 73 181 207 135 17 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 0.98 0.97 0.99 0.98 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 1841 1841 1841 1856 1856 1856 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 33 560 48 287 674 0 16 80 81 227 148 19 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 4 4 3 3 3 2 2 2 1 1 1 Cap, veh/h 499 1698 [PHONE REDACTED] 542 165 154 298 250 213 27 Arrive On Green 0.28 0.52 0.52 0.11 0.34 0.00 0.02 0.08 0.08 0.07 0.13 0.13 Sat Flow, veh/h 1753 3260 279 3428 3526 1572 1781 1870 1545 1795 1634 210 Grp Volume(v), veh/h 33 300 308 287 674 0 16 80 81 227 0 167 Grp Sat Flow(s),veh/h/ln 1753 1749 1790 1714 1763 1572 1781 1870 1545 1795 0 1843 Q Serve(g_s), s 1.2 8.9 9.0 7.3 13.9 0.0 0.7 3.7 4.0 6.0 0.0 7.8 Cycle Q Clear(g_c), s 1.2 8.9 9.0 7.3 13.9 0.0 0.7 3.7 4.0 6.0 0.0 7.8 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 499 911 [PHONE REDACTED] 542 165 154 298 250 0 241 V/C Ratio(X) 0.07 0.33 0.33 0.77 0.56 0.00 0.10 0.52 0.27 0.91 0.00 0.69 Avail Cap(c_a), veh/h 499 911 [PHONE REDACTED] 542 251 457 549 250 0 451 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) 0.95 0.95 0.95 1.00 1.00 0.00 0.95 0.95 0.95 0.47 0.00 0.47 Uniform Delay s/veh 23.5 12.5 12.5 39.1 23.9 0.0 36.8 39.6 31.1 38.4 0.0 37.4 Incr Delay (d2), s/veh 0.0 0.9 0.9 1.4 1.8 0.0 0.1 1.0 0.2 19.1 0.0 0.6 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 0.5 3.5 3.6 3.1 5.9 0.0 0.3 1.7 1.5 3.4 0.0 3.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 23.5 13.4 13.4 40.5 25.7 0.0 36.9 40.6 31.3 57.5 0.0 38.0 LOS C B B D C A D D C E A D Approach Vol, veh/h 641 961 177 394 Approach Delay, s/veh 13.9 30.1 36.0 49.3 Approach LOS B C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.7 51.9 6.6 16.7 30.6 36.0 11.0 12.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 27.0 6.0 22.0 11.0 31.0 6.0 22.0 Max Q Clear Time (g_c+I1), s 9.3 11.0 2.7 9.8 3.2 15.9 8.0 6.0 Green Ext Time s 0.4 2.3 0.0 0.3 0.0 2.9 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 29.3 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 134 493 305 0 878 91 0 0 0 58 495 185 Future Volume (vph) 134 493 305 0 878 91 0 0 0 58 495 185 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 110 0 0 0 0 400 350 Storage Lanes 1 1 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 30 30 30 Link Distance (ft) 588 86 347 459 Travel Time 10.0 2.0 7.9 10.4 Confl. Peds. 4 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 8% 5% 3% 0% 2% 4% 0% 0% 0% 5% 9% 15% Shared Lane Traffic Turn Type Prot NA Perm NA pm+ov Split NA pm+ov Protected Phases 5 2 6 4 4 4 5 Permitted Phases 2 6 4 Detector Phase 5 2 2 6 6 4 4 5 Switch Phase Minimum Initial 5.0 7.0 7.0 7.0 5.0 5.0 5.0 5.0 Minimum Split 11.0 24.3 24.3 30.3 38.0 38.0 38.0 11.0 Total Split 25.0 110.0 110.0 85.0 40.0 40.0 40.0 25.0 Total Split 16.7% 73.3% 73.3% 56.7% 26.7% 26.7% 26.7% 16.7% Yellow Time 4.0 4.3 4.3 4.3 4.0 4.0 4.0 4.0 All-Red Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 6.0 6.3 6.3 6.3 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Min C-Min C-Min None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 90 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 2: 520 WB/NE 76 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 134 493 305 0 878 91 0 0 0 58 495 185 Future Volume (veh/h) 134 493 305 0 878 91 0 0 0 58 495 185 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1781 1826 1856 0 1870 1841 1826 1767 1678 Adj Flow Rate, veh/h 144 530 328 0 944 73 62 532 128 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 8 5 3 0 2 4 5 9 15 Cap, veh/h 166 2398 1085 0 1967 1215 394 400 461 Arrive On Green 0.10 0.69 0.69 0.00 0.55 0.55 0.23 0.23 0.23 Sat Flow, veh/h 1697 3469 1570 0 3647 1557 1739 1767 1422 Grp Volume(v), veh/h 144 530 328 0 944 73 62 532 128 Grp Sat Flow(s),veh/h/ln 1697 1735 1570 0 1777 1557 1739 1767 1422 Q Serve(g_s), s 12.6 8.3 12.2 0.0 24.2 1.6 4.3 34.0 10.0 Cycle Q Clear(g_c), s 12.6 8.3 12.2 0.0 24.2 1.6 4.3 34.0 10.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 166 2398 1085 0 1967 1215 394 400 461 V/C Ratio(X) 0.87 0.22 0.30 0.00 0.48 0.06 0.16 1.33 0.28 Avail Cap(c_a), veh/h 215 2398 1085 0 1967 1215 394 400 461 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 66.7 8.4 9.0 0.0 20.4 3.8 46.5 58.0 37.6 Incr Delay (d2), s/veh 20.6 0.2 0.6 0.0 0.8 0.1 0.2 164.2 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 %ile BackOfQ(50%),veh/ln 6.3 3.0 4.1 0.0 10.3 1.2 1.9 33.4 9.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 87.3 8.6 9.6 0.0 21.2 3.9 46.7 222.2 37.9 LOS F A A A C A D F D Approach Vol, veh/h 1002 1017 722 Approach Delay, s/veh 20.2 20.0 174.5 Approach LOS C B F Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 110.0 40.0 20.7 89.3 Change Period (Y+Rc), s 6.3 6.0 6.0 6.3 Max Green Setting (Gmax), s 103.7 34.0 19.0 78.7 Max Q Clear Time (g_c+I1), s 14.2 36.0 14.6 26.2 Green Ext Time s 7.1 0.0 0.2 9.6 Intersection Summary HCM 6th Ctrl Delay 60.8 HCM 6th LOS E ---PAGE BREAK--- Lanes, Volumes, Timings 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 569 0 0 780 139 784 Future Volume (vph) 569 0 0 780 139 784 Ideal Flow 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 0 0 Storage Lanes 1 0 1 2 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 40 40 55 Link Distance (ft) [PHONE REDACTED] Travel Time 6.6 4.8 13.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles 3% 0% 0% 3% 8% 4% Shared Lane Traffic Turn Type NA NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases Detector Phase 2 6 8 8 Switch Phase Minimum Initial 2.0 10.0 5.0 5.0 Minimum Split 25.7 16.7 37.8 37.8 Total Split 74.0 74.0 76.0 76.0 Total Split 49.3% 49.3% 50.7% 50.7% Yellow Time 4.7 4.7 3.8 3.8 All-Red Time 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 Total Lost Time 6.7 6.7 5.8 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 85 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 3: 520 EB & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 569 0 0 780 139 784 Future Volume (veh/h) 569 0 0 780 139 784 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 1856 0 0 1856 1781 1841 Adj Flow Rate, veh/h 581 0 0 796 142 800 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 0 0 3 8 4 Cap, veh/h 2974 0 0 2070 559 905 Arrive On Green 0.59 0.00 0.00 1.00 0.33 0.33 Sat Flow, veh/h 5400 0 0 3711 1697 2745 Grp Volume(v), veh/h 581 0 0 796 142 800 Grp Sat Flow(s),veh/h/ln 1689 0 0 1763 1697 1373 Q Serve(g_s), s 8.0 0.0 0.0 0.0 9.2 41.4 Cycle Q Clear(g_c), s 8.0 0.0 0.0 0.0 9.2 41.4 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 2974 0 0 2070 559 905 V/C Ratio(X) 0.20 0.00 0.00 0.38 0.25 0.88 Avail Cap(c_a), veh/h 2974 0 0 2070 794 1285 HCM Platoon Ratio 1.00 1.00 1.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay s/veh 14.4 0.0 0.0 0.0 36.8 47.6 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.5 0.3 6.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.0 0.2 3.7 14.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 14.6 0.0 0.0 0.5 37.1 53.6 LOS B A A A D D Approach Vol, veh/h 581 796 942 Approach Delay, s/veh 14.6 0.5 51.1 Approach LOS B A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 94.8 94.8 55.2 Change Period (Y+Rc), s 6.7 6.7 5.8 Max Green Setting (Gmax), s 67.3 67.3 70.2 Max Q Clear Time (g_c+I1), s 10.0 2.0 43.4 Green Ext Time s 4.5 6.6 6.1 Intersection Summary HCM 6th Ctrl Delay 24.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 993 240 86 2738 1 296 1 32 0 3 18 Future Volume (vph) 10 993 240 86 2738 1 296 1 32 0 3 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 160 0 250 300 0 0 Storage Lanes 1 0 1 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 25 25 Link Distance (ft) 1038 717 477 158 Travel Time 17.7 12.2 13.0 4.3 Confl. Peds. 7 12 14 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 Heavy Vehicles 0% 7% 2% 6% 2% 0% 4% 0% 16% 0% 0% 6% Shared Lane Traffic Turn Type Prot NA Prot NA Split NA NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Minimum Split 12.0 39.0 12.0 39.0 37.0 37.0 10.0 10.0 Total Split 15.0 82.0 25.0 92.0 33.0 33.0 10.0 10.0 Total Split 10.0% 54.7% 16.7% 61.3% 22.0% 22.0% 6.7% 6.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 128 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 4: NE 70 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 993 240 86 2738 1 296 1 32 0 3 18 Future Volume (veh/h) 10 993 240 86 2738 1 296 1 32 0 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.97 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 1900 1796 1796 1811 1870 1870 1841 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 10 1013 245 88 2794 1 302 1 33 0 3 18 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 7 7 6 2 2 4 0 0 0 0 0 Cap, veh/h 21 2596 [PHONE REDACTED] 1 426 6 190 0 5 27 Arrive On Green 0.01 0.66 0.66 0.06 0.71 0.71 0.13 0.13 0.13 0.00 0.02 0.02 Sat Flow, veh/h 1810 3937 951 1725 5272 2 3401 46 1518 0 235 1411 Grp Volume(v), veh/h 10 841 417 88 1804 991 302 0 34 0 0 21 Grp Sat Flow(s),veh/h/ln 1810 1635 1619 1725 1702 1870 1700 0 1565 0 0 1646 Q Serve(g_s), s 0.8 17.7 17.7 7.6 48.9 49.0 12.8 0.0 2.9 0.0 0.0 1.9 Cycle Q Clear(g_c), s 0.8 17.7 17.7 7.6 48.9 49.0 12.8 0.0 2.9 0.0 0.0 1.9 Prop In Lane 1.00 0.59 1.00 0.00 1.00 0.97 0.00 0.86 Lane Grp Cap(c), veh/h 21 2155 1067 108 2419 1329 426 0 196 0 0 32 V/C Ratio(X) 0.49 0.39 0.39 0.81 0.75 0.75 0.71 0.00 0.17 0.00 0.00 0.66 Avail Cap(c_a), veh/h 121 2155 1067 230 2419 1329 635 0 292 0 0 55 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 0.20 0.20 0.20 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay s/veh 73.7 11.7 11.7 69.4 13.4 13.4 63.0 0.0 58.7 0.0 0.0 73.0 Incr Delay (d2), s/veh 6.5 0.5 1.1 1.2 0.4 0.8 0.8 0.0 0.2 0.0 0.0 8.2 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 0.4 6.3 6.4 3.3 16.9 18.7 5.6 0.0 1.2 0.0 0.0 0.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 80.2 12.3 12.8 70.6 13.8 14.2 63.8 0.0 58.8 0.0 0.0 81.2 LOS F B B E B B E A E A A F Approach Vol, veh/h 1268 2883 336 21 Approach Delay, s/veh 13.0 15.7 63.3 81.2 Approach LOS B B E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.4 103.9 7.9 6.7 111.6 23.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 77.0 5.0 10.0 87.0 28.0 Max Q Clear Time (g_c+I1), s 9.6 19.7 3.9 2.8 51.0 14.8 Green Ext Time s 0.1 12.0 0.0 0.0 30.2 0.8 Intersection Summary HCM 6th Ctrl Delay 18.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 30 10 191 59 16 230 Future Volume (vph) 30 10 191 59 16 230 Ideal Flow 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 334 279 749 Travel Time 9.1 7.6 20.4 Confl. Peds. 3 3 3 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 10% 0% 2% 2% 6% 4% Shared Lane Traffic Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Intersection Int Delay, s/veh 7.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 30 10 191 59 16 230 Future Vol, veh/h 30 10 191 59 16 230 Conflicting Peds, #/hr 0 3 3 0 3 3 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, % 10 0 2 2 6 4 Mvmt Flow 32 11 205 63 17 247 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 46 0 517 44 Stage 1 - - - - 41 - Stage 2 - - - - 476 - Critical Hdwy - - 4.12 - 6.46 6.24 Critical Hdwy Stg 1 - - - - 5.46 - Critical Hdwy Stg 2 - - - - 5.46 - Follow-up Hdwy - - 2.218 - 3.554 3.336 Pot Cap-1 Maneuver - - 1562 - 511 1020 Stage 1 - - - - 971 - Stage 2 - - - - 617 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1558 - 440 1015 Mov Cap-2 Maneuver - - - - 440 - Stage 1 - - - - 969 - Stage 2 - - - - 532 - Approach EB WB NB HCM Control Delay, s 0 5.9 10.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 935 - - 1558 - HCM Lane V/C Ratio 0.283 - - 0.132 - HCM Control Delay 10.4 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.2 - - 0.5 - ---PAGE BREAK--- Lanes, Volumes, Timings 6: ELSP/180 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 168 677 314 71 1907 43 740 80 13 76 109 293 Future Volume (vph) 168 677 314 71 1907 43 740 80 13 76 109 293 Ideal Flow 1900 1900 1900 1900 1900 1900 1700 1700 1700 1700 1700 1700 Storage Length (ft) 320 0 125 620 390 0 200 200 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1736 3471 1553 1787 5117 0 2910 1472 0 1447 1519 1363 Flt Permitted 0.950 0.950 0.950 0.968 0.950 0.997 Satd. Flow (perm) 1736 3471 1553 1787 5117 0 2910 1472 0 1447 1519 1363 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR) 3 1 242 Link Speed (mph) 40 45 35 35 Link Distance (ft) 717 2432 760 335 Travel Time 12.2 36.8 14.8 6.5 Confl. Peds. 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 4% 4% 4% 1% 1% 1% 1% 1% 1% 6% 6% 6% Shared Lane Traffic 25% 10% Lane Group Flow (vph) 173 698 324 73 2010 0 572 286 0 70 120 302 Turn Type Prot NA custom Prot NA Split NA Split NA Perm Protected Phases 5 8 2 9 2 4 1 8 6 4 4 3 3 Permitted Phases 3 Total Split 66.0 32.0 32.0 20.0 20.0 20.0 Total Lost Time 7.3 6.0 6.0 6.0 6.0 6.0 Act Effct Green 21.6 71.2 87.7 14.5 64.3 26.0 26.0 13.7 13.7 13.7 Actuated g/C Ratio 0.14 0.47 0.58 0.10 0.43 0.17 0.17 0.09 0.09 0.09 v/c Ratio 0.69 0.42 0.36 0.42 0.92 1.13 1.12 0.53 0.87 0.88 Control Delay 95.5 13.3 13.5 58.0 55.6 136.8 147.2 80.0 113.8 40.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 95.5 13.3 13.5 58.0 55.6 136.8 147.2 80.0 113.8 40.8 LOS F B B E E F F F F D Approach Delay 25.3 55.7 140.3 64.2 Approach LOS C E F E Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green, Master Intersection Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.13 Intersection Signal Delay: 64.4 Intersection LOS: E Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 6: ELSP/180 Ave NE & Redmond Way ---PAGE BREAK--- Lanes, Volumes, Timings 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 27 0 23 0 0 14 356 832 0 9 321 151 Future Volume (vph) 27 0 23 0 0 14 356 832 0 9 321 151 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 0% 2% 0% 0% Storage Length (ft) 0 130 0 0 120 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1006 120 1689 760 Travel Time 22.9 2.7 32.9 14.8 Confl. Peds. 1 1 3 5 5 3 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 Heavy Vehicles 7% 0% 4% 0% 0% 0% 1% 2% 0% 0% 8% 4% Shared Lane Traffic Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 Minimum Split 22.0 22.0 22.0 22.0 22.0 9.0 22.0 10.0 22.0 Total Split 41.0 41.0 41.0 17.0 17.0 29.0 45.0 15.0 33.0 Total Split 39.8% 39.8% 39.8% 16.5% 16.5% 28.2% 43.7% 14.6% 32.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 103 Actuated Cycle Length: 48 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 7: ELSP & NE 65 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 27 0 23 0 0 14 356 832 0 9 321 151 Future Volume (veh/h) 27 0 23 0 0 14 356 832 0 9 321 151 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 0.99 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 1900 1900 1841 1876 1876 1876 1885 1870 1870 1900 1781 1781 Adj Flow Rate, veh/h 28 0 23 0 0 14 363 849 0 9 328 154 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 0 4 0 0 0 1 2 2 0 8 8 Cap, veh/h 274 0 90 0 0 91 678 1353 0 451 569 261 Arrive On Green 0.06 0.00 0.06 0.00 0.00 0.06 0.26 0.38 0.00 0.14 0.25 0.25 Sat Flow, veh/h 1209 0 1556 0 0 1586 1795 3647 0 1810 2245 1031 Grp Volume(v), veh/h 28 0 23 0 0 14 363 849 0 9 246 236 Grp Sat Flow(s),veh/h/ln 1209 0 1556 0 0 1586 1795 1777 0 1810 1692 1584 Q Serve(g_s), s 0.7 0.0 0.5 0.0 0.0 0.3 6.3 6.9 0.0 0.0 4.5 4.6 Cycle Q Clear(g_c), s 1.0 0.0 0.5 0.0 0.0 0.3 6.3 6.9 0.0 0.0 4.5 4.6 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.65 Lane Grp Cap(c), veh/h 274 0 90 0 0 91 678 1353 0 451 429 401 V/C Ratio(X) 0.10 0.00 0.26 0.00 0.00 0.15 0.54 0.63 0.00 0.02 0.57 0.59 Avail Cap(c_a), veh/h 1634 0 1586 0 0 539 1424 4025 0 716 1342 1255 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 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay s/veh 16.3 0.0 15.9 0.0 0.0 15.8 11.0 8.9 0.0 13.2 11.5 11.6 Incr Delay (d2), s/veh 0.2 0.0 1.5 0.0 0.0 0.8 0.7 0.5 0.0 0.0 1.2 1.4 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 0.2 0.0 0.0 0.1 1.8 1.7 0.0 0.1 1.4 1.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 16.4 0.0 17.4 0.0 0.0 16.6 11.7 9.4 0.0 13.2 12.7 12.9 LOS B A B A A B B A A B B B Approach Vol, veh/h 51 14 1212 491 Approach Delay, s/veh 16.9 16.6 10.1 12.8 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.8 18.5 7.0 14.3 14.0 7.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 40.0 36.0 24.0 28.0 12.0 Max Q Clear Time (g_c+I1), s 2.0 8.9 3.0 8.3 6.6 2.3 Green Ext Time s 0.0 4.4 0.2 1.3 1.9 0.0 Intersection Summary HCM 6th Ctrl Delay 11.1 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 155 504 4 0 1955 70 6 0 0 29 0 112 Future Volume (vph) 155 504 4 0 1955 70 6 0 0 29 0 112 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 3% 0% Storage Length (ft) 250 0 0 390 0 0 0 175 Storage Lanes 1 0 0 1 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 25 30 Link Distance (ft) 2432 2038 222 990 Travel Time 36.8 30.9 6.1 22.5 Confl. Peds. 4 2 11 4 4 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles 4% 7% 25% 0% 2% 4% 0% 0% 0% 28% 0% 1% Shared Lane Traffic Turn Type Prot NA NA Perm Perm NA Perm NA Perm Protected Phases 7 4 8 2 6 Permitted Phases 8 2 6 6 Detector Phase 7 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial 5.0 12.0 5.0 5.0 5.0 5.0 12.0 12.0 12.0 Minimum Split 10.0 17.0 28.0 28.0 26.0 26.0 17.0 17.0 17.0 Total Split 35.0 115.0 80.0 80.0 35.0 35.0 35.0 35.0 35.0 Total Split 23.3% 76.7% 53.3% 53.3% 23.3% 23.3% 23.3% 23.3% 23.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 55 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Redmond Way & 185 Ave NE ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 504 4 0 1955 70 6 0 0 29 0 112 Future Volume (veh/h) 155 504 4 0 1955 70 6 0 0 29 0 112 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 0.96 1.00 0.95 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 1788 1743 1743 0 1949 1919 1900 1900 1900 1979 1979 1964 Adj Flow Rate, veh/h 165 536 4 0 2080 74 6 0 0 31 0 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 4 7 7 0 2 4 0 0 0 0 0 1 Cap, veh/h 564 2913 22 0 1851 811 150 0 0 147 0 114 Arrive On Green 0.66 1.00 1.00 0.00 0.50 0.50 0.07 0.00 0.00 0.07 0.00 0.00 Sat Flow, veh/h 1703 3370 25 0 3800 1623 1483 0 0 1447 0 1664 Grp Volume(v), veh/h 165 263 277 0 2080 74 6 0 0 31 0 0 Grp Sat Flow(s),veh/h/ln 1703 1656 1739 0 1851 1623 1483 0 0 1447 0 1664 Q Serve(g_s), s 6.1 0.0 0.0 0.0 75.0 3.6 0.0 0.0 0.0 2.5 0.0 0.0 Cycle Q Clear(g_c), s 6.1 0.0 0.0 0.0 75.0 3.6 0.5 0.0 0.0 3.0 0.0 0.0 Prop In Lane 1.00 0.01 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 564 1432 1503 0 1851 811 150 0 0 147 0 114 V/C Ratio(X) 0.29 0.18 0.18 0.00 1.12 0.09 0.04 0.00 0.00 0.21 0.00 0.00 Avail Cap(c_a), veh/h 564 1432 1503 0 1851 811 331 0 0 335 0 333 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 0.00 0.34 0.34 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay s/veh 17.9 0.0 0.0 0.0 37.5 19.6 65.3 0.0 0.0 66.4 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.3 0.2 0.0 58.5 0.1 0.1 0.0 0.0 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 2.2 0.1 0.1 0.0 47.0 1.4 0.2 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.2 0.3 0.2 0.0 96.0 19.7 65.4 0.0 0.0 66.6 0.0 0.0 LOS B A A A F B E A A E A A Approach Vol, veh/h 705 2154 6 31 Approach Delay, s/veh 4.5 93.4 65.4 66.6 Approach LOS A F E E Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 15.3 134.7 15.3 54.7 80.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 110.0 30.0 30.0 75.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 5.0 8.1 77.0 Green Ext Time s 0.0 1.0 0.1 0.5 0.0 Intersection Summary HCM 6th Ctrl Delay 71.4 HCM 6th LOS E ---PAGE BREAK--- Lanes, Volumes, Timings 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 516 15 27 2018 199 76 96 39 96 31 43 Future Volume (vph) 12 516 15 27 2018 199 76 96 39 96 31 43 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 200 200 110 0 110 0 Storage Lanes 1 1 1 1 1 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 30 35 Link Distance (ft) 2038 889 536 672 Travel Time 30.9 13.5 12.2 13.1 Confl. Peds. 1 1 3 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 17% 8% 7% 4% 2% 11% 0% 2% 0% 25% 3% 7% Parking 0 Shared Lane Traffic Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 25.0 25.0 10.0 26.0 26.0 10.0 32.0 10.0 30.0 Total Split 20.0 85.0 85.0 16.0 81.0 81.0 18.0 31.0 18.0 31.0 Total Split 13.3% 56.7% 56.7% 10.7% 54.0% 54.0% 12.0% 20.7% 12.0% 20.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 75 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 9: 187 Ave NE/188 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 516 15 27 2018 199 76 96 39 96 31 43 Future Volume (veh/h) 12 516 15 27 2018 199 76 96 39 96 31 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 0.99 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 1648 1781 1796 1841 1870 1737 1900 1870 1870 1530 1856 1856 Adj Flow Rate, veh/h 12 538 0 28 2102 155 79 100 41 100 32 45 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 17 8 7 4 2 11 0 2 2 25 3 3 Cap, veh/h 335 2359 1061 40 1801 745 99 124 51 137 64 90 Arrive On Green 0.43 1.00 0.00 0.02 0.51 0.51 0.05 0.10 0.10 0.05 0.09 0.09 Sat Flow, veh/h 1570 3385 1522 1753 3554 1471 1810 1257 515 2826 698 981 Grp Volume(v), veh/h 12 538 0 28 2102 155 79 0 141 100 0 77 Grp Sat Flow(s),veh/h/ln 1570 1692 1522 1753 1777 1471 1810 0 1772 1413 0 1679 Q Serve(g_s), s 0.7 0.0 0.0 2.4 76.0 6.7 6.5 0.0 11.7 5.2 0.0 6.5 Cycle Q Clear(g_c), s 0.7 0.0 0.0 2.4 76.0 6.7 6.5 0.0 11.7 5.2 0.0 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.58 Lane Grp Cap(c), veh/h 335 2359 1061 40 1801 745 99 0 174 137 0 154 V/C Ratio(X) 0.04 0.23 0.00 0.70 1.17 0.21 0.80 0.00 0.81 0.73 0.00 0.50 Avail Cap(c_a), veh/h 335 2359 1061 129 1801 745 157 0 307 245 0 291 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.00 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 34.0 0.0 0.0 72.8 37.0 12.0 70.1 0.0 66.2 70.4 0.0 64.8 Incr Delay (d2), s/veh 0.0 0.2 0.0 18.9 81.6 0.6 13.7 0.0 8.6 7.3 0.0 2.5 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 0.3 0.1 0.0 1.3 51.4 3.0 3.4 0.0 5.7 2.0 0.0 2.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 34.1 0.2 0.0 91.6 118.6 12.6 83.7 0.0 74.8 77.7 0.0 67.3 LOS C A A F F B F A E E A E Approach Vol, veh/h 550 2285 220 177 Approach Delay, s/veh 1.0 111.1 78.0 73.2 Approach LOS A F E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.3 19.8 8.4 109.5 13.2 18.8 37.0 81.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 26.0 11.0 80.0 13.0 26.0 15.0 76.0 Max Q Clear Time (g_c+I1), s 7.2 13.7 4.4 2.0 8.5 8.5 2.7 78.0 Green Ext Time s 0.1 0.4 0.0 2.5 0.1 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 88.0 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 40 79 32 187 589 72 44 123 30 32 154 104 Future Volume (vph) 40 79 32 187 589 72 44 123 30 32 154 104 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 220 120 0 150 0 150 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1106 328 1701 743 Travel Time 25.1 7.5 33.1 14.5 Confl. Peds. 6 5 5 6 7 7 7 7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles 23% 9% 6% 6% 9% 10% 9% 15% 17% 16% 5% 15% Shared Lane Traffic Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 8 4 6 2 Detector Phase 3 8 8 7 4 1 6 5 2 Switch Phase Minimum Initial 4.0 5.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Minimum Split 9.0 22.0 22.0 9.0 22.0 9.0 22.0 9.0 22.0 Total Split 25.0 43.0 43.0 25.0 37.0 25.0 37.0 25.0 37.0 Total Split 19.2% 33.1% 33.1% 19.2% 28.5% 19.2% 28.5% 19.2% 28.5% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 76.9 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 10: 180 Ave NE/178 Pl NE & NE 76 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 79 32 187 589 72 44 123 30 32 154 104 Future Volume (veh/h) 40 79 32 187 589 72 44 123 30 32 154 104 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 0.99 0.99 0.99 0.98 0.99 0.98 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 1559 1767 1811 1811 1767 1767 1767 1678 1678 1663 1826 1826 Adj Flow Rate, veh/h 45 89 0 210 662 81 49 138 34 36 173 117 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 23 9 6 6 9 9 9 15 15 16 5 5 Cap, veh/h 165 660 708 685 84 206 280 69 276 212 143 Arrive On Green 0.03 0.37 0.00 0.10 0.44 0.44 0.03 0.22 0.22 0.03 0.21 0.21 Sat Flow, veh/h 1485 1767 1535 1725 1542 189 1682 1295 319 1584 1008 682 Grp Volume(v), veh/h 45 89 0 210 0 743 49 0 172 36 0 290 Grp Sat Flow(s),veh/h/ln 1485 1767 1535 1725 0 1731 1682 0 1614 1584 0 1690 Q Serve(g_s), s 1.3 2.4 0.0 4.9 0.0 30.1 1.6 0.0 6.7 1.3 0.0 11.8 Cycle Q Clear(g_c), s 1.3 2.4 0.0 4.9 0.0 30.1 1.6 0.0 6.7 1.3 0.0 11.8 Prop In Lane 1.00 1.00 1.00 0.11 1.00 0.20 1.00 0.40 Lane Grp Cap(c), veh/h 165 660 708 0 769 206 0 349 276 0 355 V/C Ratio(X) 0.27 0.13 0.30 0.00 0.97 0.24 0.00 0.49 0.13 0.00 0.82 Avail Cap(c_a), veh/h [PHONE REDACTED] 0 769 615 0 717 671 0 751 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 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 17.8 14.9 0.0 10.2 0.0 19.5 22.2 0.0 24.7 21.6 0.0 27.1 Incr Delay (d2), s/veh 0.9 0.1 0.0 0.2 0.0 24.3 0.6 0.0 1.1 0.2 0.0 4.6 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 0.5 0.9 0.0 1.7 0.0 15.9 0.6 0.0 2.5 0.5 0.0 4.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.6 15.0 0.0 10.4 0.0 43.8 22.7 0.0 25.8 21.8 0.0 31.7 LOS B B B A D C A C C A C Approach Vol, veh/h 134 A 953 221 326 Approach Delay, s/veh 16.2 36.4 25.1 30.6 Approach LOS B D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.5 20.1 7.4 37.0 7.1 20.6 12.5 31.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 32.0 20.0 32.0 20.0 32.0 20.0 38.0 Max Q Clear Time (g_c+I1), s 3.6 13.8 3.3 32.1 3.3 8.7 6.9 4.4 Green Ext Time s 0.1 1.1 0.1 0.0 0.1 0.6 0.6 0.3 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor - Redmond 2018 Existing PM Peak Hour ---PAGE BREAK--- Lanes, Volumes, Timings 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 36 845 67 275 646 244 31 258 615 138 160 16 Future Volume (vph) 36 845 67 275 646 244 31 258 615 138 160 16 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 0 275 0 170 0 150 0 Storage Lanes 1 0 2 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 468 498 439 Travel Time 13.3 10.6 11.3 10.0 Confl. Peds. 16 16 8 12 12 8 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic Turn Type Prot NA Prot NA Perm pm+pt NA pm+ov pm+pt NA Protected Phases 5 2 1 6 3 8 1 7 4 Permitted Phases 6 8 8 4 Detector Phase 5 2 1 6 6 3 8 8 1 7 4 4 Switch Phase Minimum Initial 5.0 6.0 6.0 6.0 6.0 5.0 5.0 6.0 5.0 5.0 Minimum Split 10.0 24.0 11.0 24.0 24.0 10.0 25.0 11.0 10.0 25.0 Total Split 32.0 36.0 29.0 33.0 33.0 12.0 25.0 29.0 12.0 25.0 Total Split 31.4% 35.3% 28.4% 32.4% 32.4% 11.8% 24.5% 28.4% 11.8% 24.5% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 102 Offset: 93 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 1: 170 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 845 67 275 646 244 31 258 615 138 160 16 Future Volume (veh/h) 36 845 67 275 646 244 31 258 615 138 160 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 0.99 0.98 1.00 0.98 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 1870 1870 1870 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 37 871 69 284 666 106 32 266 589 142 165 16 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 1 1 1 1 1 1 1 1 1 Cap, veh/h 472 1446 115 367 983 426 328 370 476 235 398 39 Arrive On Green 0.53 0.87 0.87 0.11 0.27 0.27 0.03 0.20 0.20 0.14 0.47 0.47 Sat Flow, veh/h 1781 3332 264 3483 3582 1551 1795 1885 1568 1795 1689 164 Grp Volume(v), veh/h 37 464 476 284 666 106 32 266 589 142 0 181 Grp Sat Flow(s),veh/h/ln 1781 1777 1819 1742 1791 1551 1795 1885 1568 1795 0 1853 Q Serve(g_s), s 1.0 7.4 7.4 8.1 16.9 4.2 1.4 13.5 20.0 6.4 0.0 6.6 Cycle Q Clear(g_c), s 1.0 7.4 7.4 8.1 16.9 4.2 1.4 13.5 20.0 6.4 0.0 6.6 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 472 771 789 367 983 426 328 370 476 235 0 436 V/C Ratio(X) 0.08 0.60 0.60 0.77 0.68 0.25 0.10 0.72 1.24 0.60 0.00 0.41 Avail Cap(c_a), veh/h 472 771 789 820 983 426 399 370 476 235 0 436 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 0.95 0.95 0.95 0.47 0.00 0.47 Uniform Delay s/veh 17.9 4.3 4.3 44.4 33.0 17.1 31.2 38.4 35.7 28.2 0.0 22.4 Incr Delay (d2), s/veh 0.0 3.3 3.2 1.3 3.7 1.4 0.0 5.5 123.2 1.5 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 0.4 2.2 2.3 3.5 7.7 2.1 0.6 6.7 27.8 2.6 0.0 2.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 17.9 7.6 7.5 45.8 36.7 18.5 31.2 43.9 158.9 29.7 0.0 22.5 LOS B A A D D B C D F C A C Approach Vol, veh/h 977 1056 887 323 Approach Delay, s/veh 8.0 37.3 119.8 25.6 Approach LOS A D F C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.7 49.3 8.0 29.0 32.0 33.0 12.0 25.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 31.0 7.0 20.0 27.0 28.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 10.1 9.4 3.4 8.6 3.0 18.9 8.4 22.0 Green Ext Time s 0.7 4.2 0.0 0.3 0.0 2.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 49.9 HCM 6th LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 358 1241 151 0 938 295 0 0 0 87 274 408 Future Volume (vph) 358 1241 151 0 938 295 0 0 0 87 274 408 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 110 0 0 0 0 400 350 Storage Lanes 1 1 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 30 30 30 Link Distance (ft) 588 86 347 459 Travel Time 10.0 2.0 7.9 10.4 Confl. Peds. 6 4 1 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 Heavy Vehicles 4% 1% 1% 0% 1% 2% 0% 0% 0% 1% 3% 2% Shared Lane Traffic Turn Type Prot NA Perm NA pm+ov Split NA pm+ov Protected Phases 5 2 6 4 4 4 5 Permitted Phases 2 6 4 Detector Phase 5 2 2 6 6 4 4 5 Switch Phase Minimum Initial 5.0 7.0 7.0 7.0 5.0 5.0 5.0 5.0 Minimum Split 11.0 24.3 24.3 30.3 38.0 38.0 38.0 11.0 Total Split 50.0 130.0 130.0 80.0 50.0 50.0 50.0 50.0 Total Split 27.8% 72.2% 72.2% 44.4% 27.8% 27.8% 27.8% 27.8% Yellow Time 4.0 4.3 4.3 4.3 4.0 4.0 4.0 4.0 All-Red Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 6.0 6.3 6.3 6.3 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Min C-Min C-Min None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 85 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 2: 520 WB/NE 76 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 358 1241 151 0 938 295 0 0 0 87 274 408 Future Volume (veh/h) 358 1241 151 0 938 295 0 0 0 87 274 408 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1841 1885 1885 0 1885 1870 1885 1856 1870 Adj Flow Rate, veh/h 362 1254 153 0 947 246 88 277 384 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 4 1 1 0 1 2 1 3 2 Cap, veh/h 383 2592 1153 0 1691 1075 373 386 675 Arrive On Green 0.22 0.72 0.72 0.00 0.47 0.47 0.21 0.21 0.21 Sat Flow, veh/h 1753 3582 1594 0 3676 1578 1795 1856 1583 Grp Volume(v), veh/h 362 1254 153 0 947 246 88 277 384 Grp Sat Flow(s),veh/h/ln 1753 1791 1594 0 1791 1578 1795 1856 1583 Q Serve(g_s), s 36.6 26.8 5.3 0.0 34.2 10.6 7.3 25.0 33.1 Cycle Q Clear(g_c), s 36.6 26.8 5.3 0.0 34.2 10.6 7.3 25.0 33.1 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 383 2592 1153 0 1691 1075 373 386 675 V/C Ratio(X) 0.95 0.48 0.13 0.00 0.56 0.23 0.24 0.72 0.57 Avail Cap(c_a), veh/h 429 2592 1153 0 1691 1075 439 454 733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 69.3 10.6 7.6 0.0 34.1 10.9 59.4 66.4 39.1 Incr Delay (d2), s/veh 24.8 0.5 0.2 0.0 1.3 0.5 0.3 4.5 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 %ile BackOfQ(50%),veh/ln 18.9 10.3 1.8 0.0 15.5 7.0 3.4 12.4 30.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 94.1 11.1 7.8 0.0 35.5 11.4 59.7 70.8 40.0 LOS F B A A D B E E D Approach Vol, veh/h 1769 1193 749 Approach Delay, s/veh 27.8 30.5 53.7 Approach LOS C C D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 136.6 43.4 45.3 91.3 Change Period (Y+Rc), s 6.3 6.0 6.0 6.3 Max Green Setting (Gmax), s 123.7 44.0 44.0 73.7 Max Q Clear Time (g_c+I1), s 28.8 35.1 38.6 36.2 Green Ext Time s 15.9 2.4 0.7 11.1 Intersection Summary HCM 6th Ctrl Delay 33.9 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1266 0 0 [PHONE REDACTED] Future Volume (vph) 1266 0 0 [PHONE REDACTED] Ideal Flow 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 0 0 Storage Lanes 1 0 1 2 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 40 40 55 Link Distance (ft) [PHONE REDACTED] Travel Time 6.6 4.8 13.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 1% 0% 0% 1% 2% 1% Shared Lane Traffic Turn Type NA NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases Detector Phase 2 6 8 8 Switch Phase Minimum Initial 10.0 10.0 5.0 5.0 Minimum Split 25.7 16.7 37.8 37.8 Total Split 35.0 35.0 55.0 55.0 Total Split 38.9% 38.9% 61.1% 61.1% Yellow Time 4.7 4.7 3.8 3.8 All-Red Time 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 Total Lost Time 6.7 6.7 5.8 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 80 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 3: 520 EB & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1266 0 0 [PHONE REDACTED] Future Volume (veh/h) 1266 0 0 [PHONE REDACTED] 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 1885 0 0 1885 1870 1885 Adj Flow Rate, veh/h 1319 0 0 [PHONE REDACTED] Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 0 0 1 2 1 Cap, veh/h 1718 0 0 1195 939 1483 Arrive On Green 0.33 0.00 0.00 0.44 0.53 0.53 Sat Flow, veh/h 5486 0 0 3770 1781 2812 Grp Volume(v), veh/h 1319 0 0 [PHONE REDACTED] Grp Sat Flow(s),veh/h/ln 1716 0 0 1791 1781 1406 Q Serve(g_s), s 20.7 0.0 0.0 20.3 10.6 40.5 Cycle Q Clear(g_c), s 20.7 0.0 0.0 20.3 10.6 40.5 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 1718 0 0 1195 939 1483 V/C Ratio(X) 0.77 0.00 0.00 0.79 0.38 0.93 Avail Cap(c_a), veh/h 1718 0 0 1195 974 1537 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay s/veh 26.9 0.0 0.0 22.3 12.5 19.6 Incr Delay (d2), s/veh 3.4 0.0 0.0 5.4 0.3 9.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 0.0 0.0 7.8 3.5 12.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 30.2 0.0 0.0 27.7 12.8 29.4 LOS C A A C B C Approach Vol, veh/h 1319 945 1726 Approach Delay, s/veh 30.2 27.7 26.0 Approach LOS C C C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 36.7 36.7 53.3 Change Period (Y+Rc), s 6.7 6.7 5.8 Max Green Setting (Gmax), s 28.3 28.3 49.2 Max Q Clear Time (g_c+I1), s 22.7 22.3 42.5 Green Ext Time s 3.8 3.1 4.9 Intersection Summary HCM 6th Ctrl Delay 27.8 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 13 2355 [PHONE REDACTED] 5 332 0 148 0 3 7 Future Volume (vph) 13 2355 [PHONE REDACTED] 5 332 0 148 0 3 7 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 160 0 250 300 0 0 Storage Lanes 1 0 1 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 25 25 Link Distance (ft) 1038 717 477 158 Travel Time 17.7 12.2 13.0 4.3 Confl. Peds. 5 5 4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 0% 1% 3% 2% 3% 0% 1% 0% 1% 0% 0% 0% Shared Lane Traffic Turn Type Prot NA Prot NA Split NA NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 39.0 10.0 15.0 37.0 37.0 10.0 10.0 Total Split 12.0 98.0 27.0 113.0 43.0 43.0 12.0 12.0 Total Split 6.7% 54.4% 15.0% 62.8% 23.9% 23.9% 6.7% 6.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 130 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 4: NE 70 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 2355 [PHONE REDACTED] 5 332 0 148 0 3 7 Future Volume (veh/h) 13 2355 [PHONE REDACTED] 5 332 0 148 0 3 7 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 0.99 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 1900 1885 1885 1870 1856 1856 1885 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 14 2453 [PHONE REDACTED] 5 346 0 154 0 3 7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 1 1 2 3 3 1 0 0 0 0 0 Cap, veh/h 25 3364 [PHONE REDACTED] 12 424 0 194 0 6 13 Arrive On Green 0.03 1.00 1.00 0.05 0.50 0.50 0.12 0.00 0.12 0.00 0.01 0.01 Sat Flow, veh/h 1810 4925 331 1781 5213 16 3483 0 1594 0 506 1181 Grp Volume(v), veh/h 14 1698 [PHONE REDACTED] 569 346 0 154 0 0 10 Grp Sat Flow(s),veh/h/ln 1810 1716 1824 1781 1689 1853 1742 0 1594 0 0 1687 Q Serve(g_s), s 1.4 0.0 0.0 11.1 35.0 35.0 17.4 0.0 16.9 0.0 0.0 1.1 Cycle Q Clear(g_c), s 1.4 0.0 0.0 11.1 35.0 35.0 17.4 0.0 16.9 0.0 0.0 1.1 Prop In Lane 1.00 0.18 1.00 0.01 1.00 1.00 0.00 0.70 Lane Grp Cap(c), veh/h 25 2343 1246 131 2507 1375 424 0 194 0 0 18 V/C Ratio(X) 0.55 0.72 0.74 0.85 0.41 0.41 0.82 0.00 0.79 0.00 0.00 0.54 Avail Cap(c_a), veh/h 70 2343 1246 218 2507 1375 735 0 337 0 0 66 HCM Platoon Ratio 2.00 2.00 2.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.75 0.75 0.75 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay s/veh 86.9 0.0 0.0 84.6 20.5 20.5 77.1 0.0 76.9 0.0 0.0 88.6 Incr Delay (d2), s/veh 6.8 2.0 4.0 5.4 0.4 0.7 1.5 0.0 2.8 0.0 0.0 8.9 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 0.7 0.6 1.4 5.4 15.1 16.7 8.0 0.0 7.2 0.0 0.0 0.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 93.8 2.0 4.0 90.0 20.8 21.1 78.6 0.0 79.6 0.0 0.0 97.5 LOS F A A F C C E A E A A F Approach Vol, veh/h 2634 1717 500 10 Approach Delay, s/veh 3.2 25.4 78.9 97.5 Approach LOS A C E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 18.2 127.9 7.0 7.5 138.6 26.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 22.0 93.0 7.0 7.0 108.0 38.0 Max Q Clear Time (g_c+I1), s 13.1 2.0 3.1 3.4 37.0 19.4 Green Ext Time s 0.1 54.3 0.0 0.0 18.0 1.4 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B ---PAGE BREAK--- Lanes, Volumes, Timings 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 43 5 139 18 7 299 Future Volume (vph) 43 5 139 18 7 299 Ideal Flow 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 334 279 749 Travel Time 9.1 7.6 20.4 Confl. Peds. 1 1 1 1 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles 0% 0% 3% 0% 0% 1% Shared Lane Traffic Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Intersection Int Delay, s/veh 8.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 43 5 139 18 7 299 Future Vol, veh/h 43 5 139 18 7 299 Conflicting Peds, #/hr 0 1 1 0 1 1 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 85 85 85 85 85 85 Heavy Vehicles, % 0 0 3 0 0 1 Mvmt Flow 51 6 164 21 8 352 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 58 0 405 56 Stage 1 - - - - 55 - Stage 2 - - - - 350 - Critical Hdwy - - 4.13 - 6.4 6.21 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.227 - 3.5 3.309 Pot Cap-1 Maneuver - - 1540 - 606 1013 Stage 1 - - - - 973 - Stage 2 - - - - 718 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1539 - 539 1011 Mov Cap-2 Maneuver - - - - 539 - Stage 1 - - - - 972 - Stage 2 - - - - 640 - Approach EB WB NB HCM Control Delay, s 0 6.7 10.7 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 991 - - 1539 - HCM Lane V/C Ratio 0.363 - - 0.106 - HCM Control Delay 10.7 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.7 - - 0.4 - ---PAGE BREAK--- Lanes, Volumes, Timings 6: ELSP/180 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 1549 [PHONE REDACTED] 119 415 158 22 212 221 171 Future Volume (vph) 131 1549 [PHONE REDACTED] 119 415 158 22 212 221 171 Ideal Flow 1900 1900 1900 1900 1900 1900 1700 1700 1700 1700 1700 1700 Storage Length (ft) 320 0 125 620 390 0 200 200 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1770 3539 1583 1752 4960 0 2854 1466 0 1504 1577 1417 Flt Permitted 0.950 0.950 0.950 0.991 0.950 0.996 Satd. Flow (perm) 1770 3539 1583 1752 4960 0 2854 1466 0 1504 1577 1417 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR) 12 2 142 Link Speed (mph) 40 45 35 35 Link Distance (ft) 717 2432 760 335 Travel Time 12.2 36.8 14.8 6.5 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 Heavy Vehicles 2% 2% 2% 3% 3% 3% 3% 3% 3% 2% 2% 2% Shared Lane Traffic 10% 10% Lane Group Flow (vph) 134 1581 [PHONE REDACTED] 0 381 225 0 194 248 174 Turn Type Prot NA custom Prot NA Split NA Split NA Perm Protected Phases 5 8 2 9 2 4 1 8 6 4 4 3 3 Permitted Phases 3 Total Split 73.0 27.0 27.0 25.0 25.0 25.0 Total Lost Time 7.3 6.0 6.0 6.0 6.0 6.0 Act Effct Green 19.9 95.5 99.0 20.0 95.8 21.0 21.0 19.0 19.0 19.0 Actuated g/C Ratio 0.11 0.53 0.55 0.11 0.53 0.12 0.12 0.11 0.11 0.11 v/c Ratio 0.69 0.84 0.90 0.78 0.45 1.15 1.31 1.23 1.49 0.63 Control Delay 110.1 21.5 41.0 104.4 34.6 152.6 221.8 207.1 300.5 28.5 Queue Delay 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 110.1 22.7 41.0 104.4 34.6 152.6 221.8 207.1 300.5 28.5 LOS F C D F C F F F F C Approach Delay 33.1 42.5 178.3 194.3 Approach LOS C D F F Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green, Master Intersection Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.49 Intersection Signal Delay: 72.6 Intersection LOS: E Intersection Capacity Utilization 96.8% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 6: ELSP/180 Ave NE & Redmond Way ---PAGE BREAK--- Lanes, Volumes, Timings 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 213 41 375 14 6 20 115 468 11 35 963 244 Future Volume (vph) 213 41 375 14 6 20 115 468 11 35 963 244 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 0% 2% 0% 0% Storage Length (ft) 0 130 0 0 120 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1006 120 1689 760 Travel Time 22.9 2.7 32.9 14.8 Confl. Peds. 2 20 20 2 3 9 9 3 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 1% 1% 1% 0% 0% 0% 1% 1% 1% 1% 1% 1% Shared Lane Traffic Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 22.0 22.0 22.0 22.0 22.0 9.0 22.0 9.0 22.0 Total Split 22.0 22.0 22.0 22.0 22.0 9.0 59.0 9.0 59.0 Total Split 24.4% 24.4% 24.4% 24.4% 24.4% 10.0% 65.6% 10.0% 65.6% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 7: ELSP & NE 65 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 213 41 375 14 6 20 115 468 11 35 963 244 Future Volume (veh/h) 213 41 375 14 6 20 115 468 11 35 963 244 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.97 0.99 0.97 1.00 0.99 1.00 0.99 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 1885 1885 1885 1876 1876 1876 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 224 43 268 15 6 21 121 493 12 37 1014 257 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, % 1 1 1 0 0 0 1 1 1 1 1 1 Cap, veh/h 206 25 292 54 33 33 379 2144 52 588 1697 428 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.04 0.60 0.60 0.09 1.00 1.00 Sat Flow, veh/h [PHONE REDACTED] 0 [PHONE REDACTED] 3573 87 1795 2828 714 Grp Volume(v), veh/h 267 0 268 42 0 0 121 247 258 37 641 630 Grp Sat Flow(s),veh/h/ln 838 0 1547 350 0 0 1795 1791 1869 1795 1791 1750 Q Serve(g_s), s 0.0 0.0 15.3 0.0 0.0 0.0 2.8 5.8 5.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 17.0 0.0 15.3 17.0 0.0 0.0 2.8 5.8 5.8 0.0 0.0 0.0 Prop In Lane 0.84 1.00 0.36 0.50 1.00 0.05 1.00 0.41 Lane Grp Cap(c), veh/h 232 0 292 120 0 0 379 1075 1121 588 1075 1050 V/C Ratio(X) 1.15 0.00 0.92 0.35 0.00 0.00 0.32 0.23 0.23 0.06 0.60 0.60 Avail Cap(c_a), veh/h 232 0 292 120 0 0 379 1075 1121 588 1075 1050 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.09 0.09 0.09 Uniform Delay s/veh 39.2 0.0 35.8 31.4 0.0 0.0 9.1 8.4 8.4 10.2 0.0 0.0 Incr Delay (d2), s/veh 106.3 0.0 32.0 1.7 0.0 0.0 0.5 0.5 0.5 0.0 0.2 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 12.0 0.0 8.2 0.8 0.0 0.0 1.0 2.1 2.2 0.3 0.1 0.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 145.5 0.0 67.8 33.1 0.0 0.0 9.6 8.9 8.8 10.2 0.2 0.2 LOS F A E C A A A A A B A A Approach Vol, veh/h 535 42 626 1308 Approach Delay, s/veh 106.5 33.1 9.0 0.5 Approach LOS F C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 59.0 22.0 9.0 59.0 22.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 54.0 17.0 4.0 54.0 17.0 Max Q Clear Time (g_c+I1), s 2.0 7.8 19.0 4.8 2.0 19.0 Green Ext Time s 0.0 2.0 0.0 0.0 7.1 0.0 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 109 1748 3 0 999 33 2 1 1 116 1 374 Future Volume (vph) 109 1748 3 0 999 33 2 1 1 116 1 374 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 3% 0% Storage Length (ft) 250 0 0 390 0 0 0 175 Storage Lanes 1 0 0 1 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 25 30 Link Distance (ft) 2432 2038 222 990 Travel Time 36.8 30.9 6.1 22.5 Confl. Peds. 6 1 27 2 2 27 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 Heavy Vehicles 1% 1% 1% 2% 2% 2% 25% 25% 25% 1% 1% 1% Shared Lane Traffic Turn Type Prot NA NA Perm Perm NA Perm NA Perm Protected Phases 7 4 8 2 6 Permitted Phases 8 2 6 6 Detector Phase 7 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial 5.0 12.0 5.0 5.0 5.0 5.0 12.0 12.0 12.0 Minimum Split 10.0 17.0 28.0 28.0 26.0 26.0 17.0 17.0 17.0 Total Split 26.0 118.0 92.0 92.0 62.0 62.0 62.0 62.0 62.0 Total Split 14.4% 65.6% 51.1% 51.1% 34.4% 34.4% 34.4% 34.4% 34.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 168 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 8: Redmond Way & 185 Ave NE ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 109 1748 3 0 999 33 2 1 1 116 1 374 Future Volume (veh/h) 109 1748 3 0 999 33 2 1 1 116 1 374 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 0.96 1.00 0.96 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 1832 1832 1832 0 1949 1949 1530 1530 1530 1964 1964 1964 Adj Flow Rate, veh/h 111 1784 3 0 1019 34 2 1 1 118 1 269 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, % 1 1 1 0 2 2 25 25 25 1 1 1 Cap, veh/h 435 2712 5 0 1790 797 70 32 24 258 2 292 Arrive On Green 0.50 1.00 1.00 0.00 0.48 0.48 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1745 3566 6 0 3800 1650 220 [PHONE REDACTED] 10 1591 Grp Volume(v), veh/h 111 871 916 0 1019 34 4 0 0 119 0 269 Grp Sat Flow(s),veh/h/ln 1745 1741 1831 0 1851 1650 528 0 0 1197 0 1591 Q Serve(g_s), s 6.6 0.0 0.0 0.0 35.3 2.0 0.1 0.0 0.0 0.0 0.0 29.9 Cycle Q Clear(g_c), s 6.6 0.0 0.0 0.0 35.3 2.0 19.8 0.0 0.0 19.7 0.0 29.9 Prop In Lane 1.00 0.00 0.00 1.00 0.50 0.25 0.99 1.00 Lane Grp Cap(c), veh/h 435 1324 1393 0 1790 797 127 0 0 260 0 292 V/C Ratio(X) 0.25 0.66 0.66 0.00 0.57 0.04 0.03 0.00 0.00 0.46 0.00 0.92 Avail Cap(c_a), veh/h 435 1324 1393 0 1790 797 272 0 0 457 0 504 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.35 0.35 0.35 0.00 0.91 0.91 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay s/veh 35.5 0.0 0.0 0.0 33.1 24.5 61.0 0.0 0.0 68.0 0.0 72.1 Incr Delay (d2), s/veh 0.1 0.9 0.9 0.0 1.2 0.1 0.1 0.0 0.0 0.5 0.0 8.2 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 2.6 0.3 0.3 0.0 15.9 0.8 0.2 0.0 0.0 5.2 0.0 25.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 35.6 0.9 0.9 0.0 34.4 24.6 61.1 0.0 0.0 68.5 0.0 80.3 LOS D A A A C C E A A E A F Approach Vol, veh/h 1898 1053 4 388 Approach Delay, s/veh 2.9 34.0 61.1 76.7 Approach LOS A C E E Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 38.1 141.9 38.1 49.9 92.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 57.0 113.0 57.0 21.0 87.0 Max Q Clear Time (g_c+I1), s 21.8 2.0 31.9 8.6 37.3 Green Ext Time s 0.0 5.1 1.2 0.2 5.6 Intersection Summary HCM 6th Ctrl Delay 21.4 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 1808 42 34 816 108 36 73 75 302 59 54 Future Volume (vph) 35 1808 42 34 816 108 36 73 75 302 59 54 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 200 200 110 0 110 0 Storage Lanes 1 1 1 1 1 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 30 35 Link Distance (ft) 2038 889 536 672 Travel Time 30.9 13.5 12.2 13.1 Confl. Peds. 3 1 3 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% 1% 5% 9% 4% 8% 6% 1% 1% 4% 0% 17% Parking 0 Shared Lane Traffic Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 25.0 25.0 10.0 26.0 26.0 10.0 32.0 10.0 30.0 Total Split 20.0 100.0 100.0 20.0 100.0 100.0 15.0 32.0 28.0 45.0 Total Split 11.1% 55.6% 55.6% 11.1% 55.6% 55.6% 8.3% 17.8% 15.6% 25.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 13 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 9: 187 Ave NE/188 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 1808 42 34 816 108 36 73 75 302 59 54 Future Volume (veh/h) 35 1808 42 34 816 108 36 73 75 302 59 54 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 1900 1885 1826 1767 1841 1781 1811 1885 1885 1841 1900 1900 Adj Flow Rate, veh/h 37 1903 4 36 859 0 38 77 79 318 62 57 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 5 9 4 8 6 1 1 4 0 0 Cap, veh/h 274 2335 1009 46 1846 797 49 88 90 362 165 152 Arrive On Green 0.20 0.87 0.87 0.03 0.53 0.00 0.03 0.10 0.10 0.11 0.18 0.18 Sat Flow, veh/h 1810 3582 1547 1682 3497 1510 1725 [PHONE REDACTED] 909 836 Grp Volume(v), veh/h 37 1903 4 36 859 0 38 0 156 318 0 119 Grp Sat Flow(s),veh/h/ln 1810 1791 1547 1682 1749 1510 1725 0 1725 1700 0 1745 Q Serve(g_s), s 3.0 43.3 0.1 3.8 27.7 0.0 3.9 0.0 16.0 16.6 0.0 10.8 Cycle Q Clear(g_c), s 3.0 43.3 0.1 3.8 27.7 0.0 3.9 0.0 16.0 16.6 0.0 10.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.48 Lane Grp Cap(c), veh/h 274 2335 1009 46 1846 797 49 0 178 362 0 317 V/C Ratio(X) 0.14 0.81 0.00 0.79 0.47 0.00 0.78 0.00 0.88 0.88 0.00 0.38 Avail Cap(c_a), veh/h 274 2335 1009 140 1846 797 96 0 259 435 0 388 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.74 0.74 0.74 0.97 0.97 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 62.2 7.0 4.2 87.0 26.6 0.0 86.9 0.0 79.6 79.3 0.0 64.7 Incr Delay (d2), s/veh 0.2 2.4 0.0 24.3 0.8 0.0 23.3 0.0 19.8 16.1 0.0 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 1.4 7.1 0.0 2.0 11.6 0.0 2.1 0.0 8.2 8.1 0.0 4.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 62.4 9.5 4.2 111.3 27.4 0.0 110.2 0.0 99.3 95.4 0.0 65.4 LOS E A A F C A F A F F A E Approach Vol, veh/h 1944 895 194 437 Approach Delay, s/veh 10.5 30.8 101.4 87.2 Approach LOS B C F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 24.2 23.6 9.9 122.3 10.1 37.7 32.2 100.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 27.0 15.0 95.0 10.0 40.0 15.0 95.0 Max Q Clear Time (g_c+I1), s 18.6 18.0 5.8 45.3 5.9 12.8 5.0 29.7 Green Ext Time s 0.6 0.3 0.0 15.7 0.0 0.4 0.0 4.3 Intersection Summary HCM 6th Ctrl Delay 30.5 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 414 156 80 306 75 62 224 105 94 280 109 Future Volume (vph) 149 414 156 80 306 75 62 224 105 94 280 109 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 220 120 0 150 0 150 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1106 328 1701 743 Travel Time 25.1 7.5 33.1 14.5 Confl. Peds. 2 5 5 2 5 5 5 5 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 Heavy Vehicles 7% 3% 0% 0% 1% 4% 0% 6% 6% 9% 6% 9% Shared Lane Traffic Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 8 4 6 2 Detector Phase 3 8 8 7 4 1 6 5 2 Switch Phase Minimum Initial 4.0 5.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Minimum Split 9.0 22.0 22.0 9.0 22.0 9.0 22.0 9.0 22.0 Total Split 13.0 41.0 41.0 9.0 37.0 10.0 31.0 9.0 30.0 Total Split 14.4% 45.6% 45.6% 10.0% 41.1% 11.1% 34.4% 10.0% 33.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 70.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Splits and Phases: 10: 180 Ave NE/178 Pl NE & NE 76 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2018 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 149 414 156 80 306 75 62 224 105 94 280 109 Future Volume (veh/h) 149 414 156 80 306 75 62 224 105 94 280 109 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 0.99 1.00 0.99 1.00 0.99 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 1796 1856 1900 1900 1885 1885 1900 1811 1811 1767 1811 1811 Adj Flow Rate, veh/h 151 418 0 81 309 76 63 226 106 95 283 110 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, % 7 3 0 0 1 1 0 6 6 9 6 6 Cap, veh/h 333 558 306 379 93 254 297 139 295 335 130 Arrive On Green 0.09 0.30 0.00 0.05 0.26 0.26 0.04 0.26 0.26 0.06 0.27 0.27 Sat Flow, veh/h 1711 1856 1610 1810 1458 359 1810 1162 545 1682 1238 481 Grp Volume(v), veh/h 151 418 0 81 0 385 63 0 332 95 0 393 Grp Sat Flow(s),veh/h/ln 1711 1856 1610 1810 0 1817 1810 0 1707 1682 0 1719 Q Serve(g_s), s 3.8 12.1 0.0 1.9 0.0 11.9 1.5 0.0 10.7 2.4 0.0 12.9 Cycle Q Clear(g_c), s 3.8 12.1 0.0 1.9 0.0 11.9 1.5 0.0 10.7 2.4 0.0 12.9 Prop In Lane 1.00 1.00 1.00 0.20 1.00 0.32 1.00 0.28 Lane Grp Cap(c), veh/h 333 558 306 0 472 254 0 436 295 0 466 V/C Ratio(X) 0.45 0.75 0.26 0.00 0.82 0.25 0.00 0.76 0.32 0.00 0.84 Avail Cap(c_a), veh/h 409 1120 338 0 975 328 0 744 308 0 721 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 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 15.2 18.8 0.0 15.7 0.0 20.7 16.5 0.0 20.5 15.9 0.0 20.5 Incr Delay (d2), s/veh 1.0 2.0 0.0 0.5 0.0 3.5 0.5 0.0 2.8 0.6 0.0 5.6 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 1.4 5.0 0.0 0.8 0.0 5.0 0.6 0.0 4.1 0.9 0.0 5.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 16.2 20.9 0.0 16.2 0.0 24.2 17.0 0.0 23.3 16.5 0.0 26.1 LOS B C B A C B A C B A C Approach Vol, veh/h 569 A 466 395 488 Approach Delay, s/veh 19.6 22.8 22.3 24.2 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 21.2 10.4 20.5 8.5 20.2 8.0 22.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 25.0 8.0 32.0 4.0 26.0 4.0 36.0 Max Q Clear Time (g_c+I1), s 3.5 14.9 5.8 13.9 4.4 12.7 3.9 14.1 Green Ext Time s 0.0 1.2 0.1 1.5 0.0 1.1 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 22.1 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor - Redmond Future 2022 No Action AM Peak Hour ---PAGE BREAK--- Lanes, Volumes, Timings 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 32 564 48 296 693 135 16 79 200 229 146 18 Future Volume (vph) 32 564 48 296 693 135 16 79 200 229 146 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 0 275 0 170 0 150 0 Storage Lanes 1 0 2 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 468 498 439 Travel Time 13.3 10.6 11.3 10.0 Confl. Peds. 2 3 5 7 7 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles 4% 4% 4% 3% 3% 3% 2% 2% 2% 1% 1% 1% Shared Lane Traffic Turn Type Prot NA Prot NA Perm pm+pt NA pm+ov pm+pt NA Protected Phases 5 2 1 6 3 8 1 7 4 Permitted Phases 6 8 8 4 Detector Phase 5 2 1 6 6 3 8 8 1 7 4 4 Switch Phase Minimum Initial 5.0 6.0 6.0 6.0 6.0 5.0 5.0 6.0 5.0 5.0 Minimum Split 10.0 24.0 11.0 24.0 24.0 10.0 25.0 11.0 10.0 25.0 Total Split 16.0 32.0 20.0 36.0 36.0 11.0 27.0 20.0 11.0 27.0 Total Split 17.8% 35.6% 22.2% 40.0% 40.0% 12.2% 30.0% 22.2% 12.2% 30.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 42 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: 170 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 564 48 296 693 135 16 79 200 229 146 18 Future Volume (veh/h) 32 564 48 296 693 135 16 79 200 229 146 18 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 0.99 0.98 0.99 0.99 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 1841 1841 1841 1856 1856 1856 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 35 620 53 325 762 0 18 87 107 252 160 20 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 4 4 3 3 3 2 2 2 1 1 1 Cap, veh/h 475 1619 [PHONE REDACTED] 542 175 179 337 261 233 29 Arrive On Green 0.27 0.50 0.50 0.12 0.34 0.00 0.02 0.10 0.10 0.07 0.14 0.14 Sat Flow, veh/h 1753 3261 278 3428 3526 1572 1781 1870 1550 1795 1640 205 Grp Volume(v), veh/h 35 332 341 325 762 0 18 87 107 252 0 180 Grp Sat Flow(s),veh/h/ln 1753 1749 1790 1714 1763 1572 1781 1870 1550 1795 0 1845 Q Serve(g_s), s 1.3 10.6 10.7 8.3 16.3 0.0 0.8 4.0 5.2 6.0 0.0 8.3 Cycle Q Clear(g_c), s 1.3 10.6 10.7 8.3 16.3 0.0 0.8 4.0 5.2 6.0 0.0 8.3 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 475 868 [PHONE REDACTED] 542 175 179 337 261 0 262 V/C Ratio(X) 0.07 0.38 0.38 0.80 0.63 0.00 0.10 0.49 0.32 0.97 0.00 0.69 Avail Cap(c_a), veh/h 475 868 [PHONE REDACTED] 542 258 457 568 261 0 451 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) 0.95 0.95 0.95 1.00 1.00 0.00 0.95 0.95 0.95 0.47 0.00 0.47 Uniform Delay s/veh 24.4 14.1 14.1 38.6 24.7 0.0 35.6 38.6 29.8 38.4 0.0 36.7 Incr Delay (d2), s/veh 0.0 1.2 1.2 3.4 2.5 0.0 0.1 0.7 0.2 29.6 0.0 0.6 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 0.6 4.3 4.4 3.6 7.0 0.0 0.4 1.8 1.9 4.7 0.0 3.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 24.4 15.3 15.3 42.0 27.1 0.0 35.7 39.3 30.0 67.9 0.0 37.3 LOS C B B D C A D D C E A D Approach Vol, veh/h 708 1087 212 432 Approach Delay, s/veh 15.7 31.6 34.3 55.2 Approach LOS B C C E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.7 49.7 6.8 17.8 29.4 36.0 11.0 13.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 27.0 6.0 22.0 11.0 31.0 6.0 22.0 Max Q Clear Time (g_c+I1), s 10.3 12.7 2.8 10.3 3.3 18.3 8.0 7.2 Green Ext Time s 0.4 2.5 0.0 0.3 0.0 3.1 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 31.4 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 551 330 0 992 106 0 0 0 65 538 204 Future Volume (vph) 149 551 330 0 992 106 0 0 0 65 538 204 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 110 0 0 0 0 400 350 Storage Lanes 1 1 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 30 30 30 Link Distance (ft) 588 86 347 459 Travel Time 10.0 2.0 7.9 10.4 Confl. Peds. 4 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 8% 5% 3% 0% 2% 4% 0% 0% 0% 5% 9% 15% Shared Lane Traffic Turn Type Prot NA Perm NA pm+ov Split NA pm+ov Protected Phases 5 2 6 4 4 4 5 Permitted Phases 2 6 4 Detector Phase 5 2 2 6 6 4 4 5 Switch Phase Minimum Initial 5.0 7.0 7.0 7.0 5.0 5.0 5.0 5.0 Minimum Split 11.0 24.3 24.3 30.3 38.0 38.0 38.0 11.0 Total Split 25.0 110.0 110.0 85.0 40.0 40.0 40.0 25.0 Total Split 16.7% 73.3% 73.3% 56.7% 26.7% 26.7% 26.7% 16.7% Yellow Time 4.0 4.3 4.3 4.3 4.0 4.0 4.0 4.0 All-Red Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 6.0 6.3 6.3 6.3 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Min C-Min C-Min None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 87 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 2: 520 WB/NE 76 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 149 551 330 0 992 106 0 0 0 65 538 204 Future Volume (veh/h) 149 551 330 0 992 106 0 0 0 65 538 204 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1781 1826 1856 0 1870 1841 1826 1767 1678 Adj Flow Rate, veh/h 160 592 355 0 1067 85 70 578 168 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 8 5 3 0 2 4 5 9 15 Cap, veh/h 182 2398 1085 0 1934 1201 394 400 475 Arrive On Green 0.11 0.69 0.69 0.00 0.54 0.54 0.23 0.23 0.23 Sat Flow, veh/h 1697 3469 1570 0 3647 1557 1739 1767 1422 Grp Volume(v), veh/h 160 592 355 0 1067 85 70 578 168 Grp Sat Flow(s),veh/h/ln 1697 1735 1570 0 1777 1557 1739 1767 1422 Q Serve(g_s), s 13.9 9.5 13.5 0.0 29.3 2.0 4.9 34.0 13.4 Cycle Q Clear(g_c), s 13.9 9.5 13.5 0.0 29.3 2.0 4.9 34.0 13.4 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 182 2398 1085 0 1934 1201 394 400 475 V/C Ratio(X) 0.88 0.25 0.33 0.00 0.55 0.07 0.18 1.44 0.35 Avail Cap(c_a), veh/h 215 2398 1085 0 1934 1201 394 400 475 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 66.0 8.6 9.2 0.0 22.3 4.2 46.7 58.0 37.7 Incr Delay (d2), s/veh 27.1 0.2 0.7 0.0 1.1 0.1 0.2 213.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 3.5 4.6 0.0 12.6 1.5 2.2 38.9 11.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 93.1 8.8 10.0 0.0 23.4 4.3 46.9 271.2 38.2 LOS F A A A C A D F D Approach Vol, veh/h 1107 1152 816 Approach Delay, s/veh 21.4 22.0 204.0 Approach LOS C C F Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 110.0 40.0 22.1 87.9 Change Period (Y+Rc), s 6.3 6.0 6.0 6.3 Max Green Setting (Gmax), s 103.7 34.0 19.0 78.7 Max Q Clear Time (g_c+I1), s 15.5 36.0 15.9 31.3 Green Ext Time s 8.1 0.0 0.1 11.5 Intersection Summary HCM 6th Ctrl Delay 70.1 HCM 6th LOS E ---PAGE BREAK--- Lanes, Volumes, Timings 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 635 0 0 891 152 867 Future Volume (vph) 635 0 0 891 152 867 Ideal Flow 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 0 0 Storage Lanes 1 0 1 2 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 40 40 55 Link Distance (ft) [PHONE REDACTED] Travel Time 6.6 4.8 13.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles 3% 0% 0% 3% 8% 4% Shared Lane Traffic Turn Type NA NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases Detector Phase 2 6 8 8 Switch Phase Minimum Initial 2.0 10.0 5.0 5.0 Minimum Split 25.7 16.7 37.8 37.8 Total Split 74.0 74.0 76.0 76.0 Total Split 49.3% 49.3% 50.7% 50.7% Yellow Time 4.7 4.7 3.8 3.8 All-Red Time 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 Total Lost Time 6.7 6.7 5.8 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 82 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 3: 520 EB & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 635 0 0 891 152 867 Future Volume (veh/h) 635 0 0 891 152 867 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 1856 0 0 1856 1781 1841 Adj Flow Rate, veh/h 648 0 0 909 155 885 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 0 0 3 8 4 Cap, veh/h 2815 0 0 1959 612 991 Arrive On Green 0.56 0.00 0.00 0.56 0.36 0.36 Sat Flow, veh/h 5400 0 0 3711 1697 2745 Grp Volume(v), veh/h 648 0 0 909 155 885 Grp Sat Flow(s),veh/h/ln 1689 0 0 1763 1697 1373 Q Serve(g_s), s 9.8 0.0 0.0 23.2 9.6 45.6 Cycle Q Clear(g_c), s 9.8 0.0 0.0 23.2 9.6 45.6 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 2815 0 0 1959 612 991 V/C Ratio(X) 0.23 0.00 0.00 0.46 0.25 0.89 Avail Cap(c_a), veh/h 2815 0 0 1959 794 1285 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay s/veh 17.0 0.0 0.0 20.0 33.7 45.2 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.8 0.3 7.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.0 0.0 9.5 3.9 15.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 17.2 0.0 0.0 20.7 34.0 52.3 LOS B A A C C D Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 17.2 20.7 49.6 Approach LOS B C D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 90.0 90.0 60.0 Change Period (Y+Rc), s 6.7 6.7 5.8 Max Green Setting (Gmax), s 67.3 67.3 70.2 Max Q Clear Time (g_c+I1), s 11.8 25.2 47.6 Green Ext Time s 5.1 7.7 6.6 Intersection Summary HCM 6th Ctrl Delay 31.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 191 932 260 94 2417 6 320 8 35 5 14 319 Future Volume (vph) 191 932 260 94 2417 6 320 8 35 5 14 319 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 160 0 250 300 70 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 25 25 Link Distance (ft) 1038 717 477 284 Travel Time 17.7 12.2 13.0 7.7 Confl. Peds. 7 12 14 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 Heavy Vehicles 0% 7% 2% 6% 2% 0% 4% 0% 16% 0% 0% 6% Shared Lane Traffic Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 38.0 10.0 15.0 33.0 33.0 10.0 10.0 Total Split 21.0 75.0 21.0 75.0 33.0 44.0 10.0 21.0 Total Split 14.0% 50.0% 14.0% 50.0% 22.0% 29.3% 6.7% 14.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 145 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 135 Control Type: Actuated-Coordinated Splits and Phases: 4: NE 70 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 191 932 260 94 2417 6 320 8 35 5 14 319 Future Volume (veh/h) 191 932 260 94 2417 6 320 8 35 5 14 319 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 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 1900 1796 1796 1811 1870 1870 1841 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 195 951 265 96 2466 6 327 8 36 5 14 326 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 7 7 6 2 2 4 0 0 0 0 0 Cap, veh/h 193 2203 [PHONE REDACTED] 7 387 63 285 11 7 166 Arrive On Green 0.04 0.19 0.19 0.02 0.18 0.18 0.11 0.21 0.21 0.01 0.11 0.11 Sat Flow, veh/h 1810 3809 1059 1725 5259 13 3401 296 1333 1810 67 1554 Grp Volume(v), veh/h 195 816 400 96 1596 876 327 0 44 5 0 340 Grp Sat Flow(s),veh/h/ln 1810 1635 1598 1725 1702 1868 1700 0 1629 1810 0 1620 Q Serve(g_s), s 16.0 33.0 33.1 8.3 68.4 68.4 14.1 0.0 3.3 0.4 0.0 16.0 Cycle Q Clear(g_c), s 16.0 33.0 33.1 8.3 68.4 68.4 14.1 0.0 3.3 0.4 0.0 16.0 Prop In Lane 1.00 0.66 1.00 0.01 1.00 0.82 1.00 0.96 Lane Grp Cap(c), veh/h 193 1890 [PHONE REDACTED] 1008 387 0 349 11 0 173 V/C Ratio(X) 1.01 0.43 0.43 0.82 0.87 0.87 0.84 0.00 0.13 0.44 0.00 1.97 Avail Cap(c_a), veh/h 193 1890 [PHONE REDACTED] 1008 635 0 423 60 0 173 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 72.4 38.9 39.0 72.4 56.5 56.5 65.2 0.0 47.6 74.3 0.0 67.0 Incr Delay (d2), s/veh 67.5 0.7 1.5 0.7 0.6 1.1 4.1 0.0 0.1 24.6 0.0 455.5 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 11.4 14.7 14.6 3.8 31.4 34.7 6.4 0.0 1.4 0.3 0.0 28.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 139.8 39.7 40.5 73.2 57.1 57.6 69.3 0.0 47.7 98.9 0.0 522.5 LOS F D D E E E E A D F A F Approach Vol, veh/h 1411 2568 371 345 Approach Delay, s/veh 53.7 57.8 66.7 516.3 Approach LOS D E E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.2 91.7 22.1 21.0 21.0 85.9 5.9 37.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 70.0 28.0 16.0 16.0 70.0 5.0 39.0 Max Q Clear Time (g_c+I1), s 10.3 35.1 16.1 18.0 18.0 70.4 2.4 5.3 Green Ext Time s 0.1 4.5 0.9 0.0 0.0 0.0 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 91.0 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 34 11 217 70 17 254 Future Volume (vph) 34 11 217 70 17 254 Ideal Flow 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 334 279 749 Travel Time 9.1 7.6 20.4 Confl. Peds. 3 3 3 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 10% 0% 2% 2% 6% 4% Shared Lane Traffic Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Intersection Int Delay, s/veh 7.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 34 11 217 70 17 254 Future Vol, veh/h 34 11 217 70 17 254 Conflicting Peds, #/hr 0 3 3 0 3 3 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, % 10 0 2 2 6 4 Mvmt Flow 37 12 233 75 18 273 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 52 0 590 49 Stage 1 - - - - 46 - Stage 2 - - - - 544 - Critical Hdwy - - 4.12 - 6.46 6.24 Critical Hdwy Stg 1 - - - - 5.46 - Critical Hdwy Stg 2 - - - - 5.46 - Follow-up Hdwy - - 2.218 - 3.554 3.336 Pot Cap-1 Maneuver - - 1554 - 464 1014 Stage 1 - - - - 966 - Stage 2 - - - - 574 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1550 - 390 1009 Mov Cap-2 Maneuver - - - - 390 - Stage 1 - - - - 964 - Stage 2 - - - - 483 - Approach EB WB NB HCM Control Delay, s 0 5.8 10.7 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 918 - - 1550 - HCM Lane V/C Ratio 0.317 - - 0.151 - HCM Control Delay 10.7 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.4 - - 0.5 - ---PAGE BREAK--- Lanes, Volumes, Timings 6: ELSP/180 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 735 360 80 2066 54 852 121 25 88 133 24 Future Volume (vph) 22 735 360 80 2066 54 852 121 25 88 133 24 Ideal Flow 1900 1900 1900 1900 1900 1900 1700 1700 1700 1700 1700 1700 Storage Length (ft) 320 0 125 620 390 0 200 200 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1736 3471 1553 1787 5111 0 2910 1474 0 1447 1519 1363 Flt Permitted 0.950 0.950 0.950 0.973 0.950 0.997 Satd. Flow (perm) 1736 3471 1553 1787 5111 0 2910 1474 0 1447 1519 1363 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR) 3 2 171 Link Speed (mph) 40 45 35 35 Link Distance (ft) 717 2432 760 335 Travel Time 12.2 36.8 14.8 6.5 Confl. Peds. 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 4% 4% 4% 1% 1% 1% 1% 1% 1% 6% 6% 6% Shared Lane Traffic 22% 10% Lane Group Flow (vph) 23 758 371 82 2186 0 685 344 0 82 146 25 Turn Type Prot NA custom Prot NA Split NA Split NA Perm Protected Phases 5 8 2 9 2 4 1 8 6 4 4 3 3 Permitted Phases 3 Total Split 60.0 27.0 27.0 16.0 16.0 16.0 Total Lost Time 7.3 6.0 6.0 6.0 6.0 6.0 Act Effct Green 28.0 70.5 82.0 24.0 71.5 21.0 21.0 10.0 10.0 10.0 Actuated g/C Ratio 0.19 0.47 0.55 0.16 0.48 0.14 0.14 0.07 0.07 0.07 v/c Ratio 0.07 0.46 0.44 0.29 0.90 1.68 1.65 0.85 1.45 0.10 Control Delay 70.4 16.2 15.7 41.6 44.1 355.1 352.4 126.3 293.2 0.8 Queue Delay 0.0 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Total Delay 70.4 16.2 15.7 41.6 45.5 355.1 352.4 126.3 293.2 0.8 LOS E B B D D F F F F A Approach Delay 17.2 45.4 354.2 210.2 Approach LOS B D F F Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green, Master Intersection Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.68 Intersection Signal Delay: 114.9 Intersection LOS: F Intersection Capacity Utilization 95.6% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 6: ELSP/180 Ave NE & Redmond Way ---PAGE BREAK--- Lanes, Volumes, Timings 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 0 26 0 0 15 388 976 0 10 385 163 Future Volume (vph) 51 0 26 0 0 15 388 976 0 10 385 163 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 0% 2% 0% 0% Storage Length (ft) 0 130 0 0 120 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1006 120 1689 760 Travel Time 22.9 2.7 32.9 14.8 Confl. Peds. 1 1 3 5 5 3 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 Heavy Vehicles 7% 0% 4% 0% 0% 0% 1% 2% 0% 0% 8% 4% Shared Lane Traffic Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 Minimum Split 22.0 22.0 22.0 22.0 22.0 9.0 22.0 10.0 22.0 Total Split 41.0 41.0 41.0 17.0 17.0 29.0 45.0 15.0 33.0 Total Split 39.8% 39.8% 39.8% 16.5% 16.5% 28.2% 43.7% 14.6% 32.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 103 Actuated Cycle Length: 54 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 7: ELSP & NE 65 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 0 26 0 0 15 388 976 0 10 385 163 Future Volume (veh/h) 51 0 26 0 0 15 388 976 0 10 385 163 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 0.85 0.99 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 1900 1900 1841 1876 1876 1876 1885 1870 1870 1900 1781 1781 Adj Flow Rate, veh/h 52 0 0 0 0 15 396 996 0 10 393 166 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 0 4 0 0 0 1 2 2 0 8 8 Cap, veh/h 260 0 90 0 0 91 680 1500 0 414 633 264 Arrive On Green 0.06 0.00 0.00 0.00 0.00 0.06 0.27 0.42 0.00 0.12 0.27 0.27 Sat Flow, veh/h 1193 0 1560 0 0 1586 1795 3647 0 1810 2322 967 Grp Volume(v), veh/h 52 0 0 0 0 15 396 996 0 10 285 274 Grp Sat Flow(s),veh/h/ln 1193 0 1560 0 0 1586 1795 1777 0 1810 1692 1597 Q Serve(g_s), s 1.4 0.0 0.0 0.0 0.0 0.3 7.0 8.5 0.0 0.0 5.6 5.7 Cycle Q Clear(g_c), s 1.7 0.0 0.0 0.0 0.0 0.3 7.0 8.5 0.0 0.0 5.6 5.7 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.61 Lane Grp Cap(c), veh/h 260 0 90 0 0 91 680 1500 0 414 461 435 V/C Ratio(X) 0.20 0.00 0.00 0.00 0.00 0.16 0.58 0.66 0.00 0.02 0.62 0.63 Avail Cap(c_a), veh/h 1526 0 1487 0 0 504 1332 3765 0 671 1255 1184 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 0.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay s/veh 17.7 0.0 0.0 0.0 0.0 16.9 10.6 8.8 0.0 14.5 12.0 12.1 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.0 0.0 0.8 0.8 0.5 0.0 0.0 1.4 1.5 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 0.4 0.0 0.0 0.0 0.0 0.1 2.1 2.2 0.0 0.1 1.7 1.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.1 0.0 0.0 0.0 0.0 17.8 11.4 9.3 0.0 14.5 13.4 13.6 LOS B A A A A B B A A B B B Approach Vol, veh/h 52 15 1392 569 Approach Delay, s/veh 18.1 17.8 9.9 13.5 Approach LOS B B A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.6 20.9 7.2 15.3 15.3 7.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 40.0 36.0 24.0 28.0 12.0 Max Q Clear Time (g_c+I1), s 2.0 10.5 3.7 9.0 7.7 2.3 Green Ext Time s 0.0 5.4 0.2 1.4 2.2 0.0 Intersection Summary HCM 6th Ctrl Delay 11.1 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 169 563 4 0 2127 86 6 0 0 37 0 122 Future Volume (vph) 169 563 4 0 2127 86 6 0 0 37 0 122 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 3% 0% Storage Length (ft) 250 0 0 390 0 0 0 175 Storage Lanes 1 0 0 1 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 25 30 Link Distance (ft) 2432 2038 222 990 Travel Time 36.8 30.9 6.1 22.5 Confl. Peds. 4 2 11 4 4 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles 4% 7% 25% 0% 2% 4% 0% 0% 0% 28% 0% 1% Shared Lane Traffic Turn Type Prot NA NA Perm Perm NA Perm NA Perm Protected Phases 7 4 8 2 6 Permitted Phases 8 2 6 6 Detector Phase 7 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial 5.0 12.0 5.0 5.0 5.0 5.0 12.0 12.0 12.0 Minimum Split 10.0 17.0 28.0 28.0 26.0 26.0 17.0 17.0 17.0 Total Split 35.0 115.0 80.0 80.0 35.0 35.0 35.0 35.0 35.0 Total Split 23.3% 76.7% 53.3% 53.3% 23.3% 23.3% 23.3% 23.3% 23.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 52 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 8: Redmond Way & 185 Ave NE ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 563 4 0 2127 86 6 0 0 37 0 122 Future Volume (veh/h) 169 563 4 0 2127 86 6 0 0 37 0 122 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 0.96 1.00 0.95 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 1788 1743 1743 0 1949 1919 1900 1900 1900 1979 1979 1964 Adj Flow Rate, veh/h 180 599 4 0 2263 91 6 0 0 39 0 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 4 7 7 0 2 4 0 0 0 0 0 1 Cap, veh/h 562 2912 19 0 1851 811 154 0 0 149 0 116 Arrive On Green 0.66 1.00 1.00 0.00 0.50 0.50 0.07 0.00 0.00 0.07 0.00 0.00 Sat Flow, veh/h 1703 3373 23 0 3800 1623 1512 0 0 1447 0 1664 Grp Volume(v), veh/h 180 294 309 0 2263 91 6 0 0 39 0 0 Grp Sat Flow(s),veh/h/ln 1703 1656 1739 0 1851 1623 1512 0 0 1447 0 1664 Q Serve(g_s), s 6.8 0.0 0.0 0.0 75.0 4.5 0.0 0.0 0.0 3.3 0.0 0.0 Cycle Q Clear(g_c), s 6.8 0.0 0.0 0.0 75.0 4.5 0.5 0.0 0.0 3.8 0.0 0.0 Prop In Lane 1.00 0.01 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 562 1430 1502 0 1851 811 154 0 0 149 0 116 V/C Ratio(X) 0.32 0.21 0.21 0.00 1.22 0.11 0.04 0.00 0.00 0.26 0.00 0.00 Avail Cap(c_a), veh/h 562 1430 1502 0 1851 811 334 0 0 335 0 333 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.86 0.00 0.14 0.14 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay s/veh 18.2 0.0 0.0 0.0 37.5 19.9 65.1 0.0 0.0 66.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.3 0.3 0.0 100.8 0.0 0.1 0.0 0.0 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 2.4 0.1 0.1 0.0 57.9 1.7 0.2 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.5 0.3 0.3 0.0 138.3 19.9 65.2 0.0 0.0 66.9 0.0 0.0 LOS B A A A F B E A A E A A Approach Vol, veh/h 783 2354 6 39 Approach Delay, s/veh 4.5 133.8 65.2 66.9 Approach LOS A F E E Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 15.5 134.5 15.5 54.5 80.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 110.0 30.0 30.0 75.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 5.8 8.8 77.0 Green Ext Time s 0.0 1.2 0.1 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 101.0 HCM 6th LOS F ---PAGE BREAK--- Lanes, Volumes, Timings 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 13 582 16 29 2205 221 82 104 42 110 34 47 Future Volume (vph) 13 582 16 29 2205 221 82 104 42 110 34 47 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 200 200 110 0 110 0 Storage Lanes 1 1 1 1 1 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 30 35 Link Distance (ft) 2038 889 536 672 Travel Time 30.9 13.5 12.2 13.1 Confl. Peds. 1 1 3 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 17% 8% 7% 4% 2% 11% 0% 2% 0% 25% 3% 7% Parking 0 Shared Lane Traffic Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 25.0 25.0 10.0 26.0 26.0 10.0 32.0 10.0 30.0 Total Split 20.0 85.0 85.0 16.0 81.0 81.0 18.0 31.0 18.0 31.0 Total Split 13.3% 56.7% 56.7% 10.7% 54.0% 54.0% 12.0% 20.7% 12.0% 20.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 72 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 9: 187 Ave NE/188 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 582 16 29 2205 221 82 104 42 110 34 47 Future Volume (veh/h) 13 582 16 29 2205 221 82 104 42 110 34 47 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 0.99 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 1648 1781 1796 1841 1870 1737 1900 1870 1870 1530 1856 1856 Adj Flow Rate, veh/h 14 606 0 30 2297 173 85 108 44 115 35 49 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 17 8 7 4 2 11 0 2 2 25 3 3 Cap, veh/h 317 2317 1042 42 1801 745 106 131 53 153 70 98 Arrive On Green 0.40 1.00 0.00 0.02 0.51 0.51 0.06 0.10 0.10 0.05 0.10 0.10 Sat Flow, veh/h 1570 3385 1522 1753 3554 1471 1810 1260 513 2826 700 980 Grp Volume(v), veh/h 14 606 0 30 2297 173 85 0 152 115 0 84 Grp Sat Flow(s),veh/h/ln 1570 1692 1522 1753 1777 1471 1810 0 1773 1413 0 1679 Q Serve(g_s), s 0.8 0.0 0.0 2.5 76.0 7.5 7.0 0.0 12.6 6.0 0.0 7.1 Cycle Q Clear(g_c), s 0.8 0.0 0.0 2.5 76.0 7.5 7.0 0.0 12.6 6.0 0.0 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.58 Lane Grp Cap(c), veh/h 317 2317 1042 42 1801 745 106 0 185 153 0 168 V/C Ratio(X) 0.04 0.26 0.00 0.72 1.28 0.23 0.80 0.00 0.82 0.75 0.00 0.50 Avail Cap(c_a), veh/h 317 2317 1042 129 1801 745 157 0 307 245 0 291 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.00 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 36.0 0.0 0.0 72.7 37.0 11.8 69.8 0.0 65.8 70.0 0.0 64.0 Incr Delay (d2), s/veh 0.1 0.3 0.0 20.0 128.4 0.7 16.5 0.0 8.8 7.3 0.0 2.3 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 0.1 0.0 1.4 63.1 3.4 3.7 0.0 6.2 2.3 0.0 3.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 36.0 0.3 0.0 92.8 165.4 12.5 86.3 0.0 74.6 77.2 0.0 66.3 LOS D A A F F B F A E E A E Approach Vol, veh/h 620 2500 237 199 Approach Delay, s/veh 1.1 154.0 78.8 72.6 Approach LOS A F E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.1 20.6 8.6 107.7 13.8 20.0 35.3 81.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 26.0 11.0 80.0 13.0 26.0 15.0 76.0 Max Q Clear Time (g_c+I1), s 8.0 14.6 4.5 2.0 9.0 9.1 2.8 78.0 Green Ext Time s 0.2 0.4 0.0 2.8 0.1 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 117.7 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 43 94 35 211 646 78 52 149 40 35 172 113 Future Volume (vph) 43 94 35 211 646 78 52 149 40 35 172 113 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 220 120 0 150 0 150 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1106 328 1701 743 Travel Time 25.1 7.5 33.1 14.5 Confl. Peds. 6 5 5 6 7 7 7 7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles 23% 9% 6% 6% 9% 10% 9% 15% 17% 16% 5% 15% Shared Lane Traffic Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 8 4 6 2 Detector Phase 3 8 8 7 4 1 6 5 2 Switch Phase Minimum Initial 4.0 5.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Minimum Split 9.0 22.0 22.0 9.0 22.0 9.0 22.0 9.0 22.0 Total Split 25.0 43.0 43.0 25.0 37.0 25.0 37.0 25.0 37.0 Total Split 19.2% 33.1% 33.1% 19.2% 28.5% 19.2% 28.5% 19.2% 28.5% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 82.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 10: 180 Ave NE/178 Pl NE & NE 76 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 94 35 211 646 78 52 149 40 35 172 113 Future Volume (veh/h) 43 94 35 211 646 78 52 149 40 35 172 113 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 0.99 0.99 0.99 0.98 0.99 0.98 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 1559 1767 1811 1811 1767 1767 1767 1678 1678 1663 1826 1826 Adj Flow Rate, veh/h 48 106 0 237 726 88 58 167 45 39 193 127 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 23 9 6 6 9 9 9 15 15 16 5 5 Cap, veh/h 148 619 681 668 81 205 296 80 265 229 151 Arrive On Green 0.03 0.35 0.00 0.12 0.43 0.43 0.04 0.23 0.23 0.03 0.22 0.22 Sat Flow, veh/h 1485 1767 1535 1725 1544 187 1682 1268 342 1584 1021 672 Grp Volume(v), veh/h 48 106 0 237 0 814 58 0 212 39 0 320 Grp Sat Flow(s),veh/h/ln 1485 1767 1535 1725 0 1731 1682 0 1610 1584 0 1692 Q Serve(g_s), s 1.5 3.1 0.0 6.0 0.0 32.0 1.9 0.0 8.6 1.4 0.0 13.4 Cycle Q Clear(g_c), s 1.5 3.1 0.0 6.0 0.0 32.0 1.9 0.0 8.6 1.4 0.0 13.4 Prop In Lane 1.00 1.00 1.00 0.11 1.00 0.21 1.00 0.40 Lane Grp Cap(c), veh/h 148 619 681 0 749 205 0 375 265 0 380 V/C Ratio(X) 0.32 0.17 0.35 0.00 1.09 0.28 0.00 0.57 0.15 0.00 0.84 Avail Cap(c_a), veh/h 499 908 947 0 749 596 0 697 646 0 732 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 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 19.0 16.6 0.0 11.2 0.0 21.0 22.1 0.0 25.0 21.5 0.0 27.4 Incr Delay (d2), s/veh 1.3 0.1 0.0 0.3 0.0 58.8 0.7 0.0 1.3 0.3 0.0 5.1 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 0.5 1.2 0.0 2.1 0.0 23.8 0.8 0.0 3.2 0.5 0.0 5.6 Unsig. Movement Delay, s/veh Delay(d),s/veh 20.3 16.7 0.0 11.5 0.0 79.8 22.8 0.0 26.4 21.8 0.0 32.5 LOS C B B A F C A C C A C Approach Vol, veh/h 154 A 1051 270 359 Approach Delay, s/veh 17.8 64.4 25.6 31.3 Approach LOS B E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.8 21.6 7.5 37.0 7.2 22.2 13.6 30.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 32.0 20.0 32.0 20.0 32.0 20.0 38.0 Max Q Clear Time (g_c+I1), s 3.9 15.4 3.5 34.0 3.4 10.6 8.0 5.1 Green Ext Time s 0.1 1.2 0.1 0.0 0.1 0.8 0.7 0.4 Intersection Summary HCM 6th Ctrl Delay 48.3 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor - Redmond Future 2022 No Action PM Peak Hour ---PAGE BREAK--- Lanes, Volumes, Timings 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 40 934 73 307 721 272 34 279 678 153 173 17 Future Volume (vph) 40 934 73 307 721 272 34 279 678 153 173 17 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 0 275 0 170 0 150 0 Storage Lanes 1 0 2 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 468 498 439 Travel Time 13.3 10.6 11.3 10.0 Confl. Peds. 16 16 8 12 12 8 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic Turn Type Prot NA Prot NA Perm pm+pt NA pm+ov pm+pt NA Protected Phases 5 2 1 6 3 8 1 7 4 Permitted Phases 6 8 8 4 Detector Phase 5 2 1 6 6 3 8 8 1 7 4 4 Switch Phase Minimum Initial 5.0 6.0 6.0 6.0 6.0 5.0 5.0 6.0 5.0 5.0 Minimum Split 10.0 24.0 11.0 24.0 24.0 10.0 25.0 11.0 10.0 25.0 Total Split 32.0 36.0 29.0 33.0 33.0 12.0 25.0 29.0 12.0 25.0 Total Split 31.4% 35.3% 28.4% 32.4% 32.4% 11.8% 24.5% 28.4% 11.8% 24.5% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 102 Offset: 93 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: 170 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 934 73 307 721 272 34 279 678 153 173 17 Future Volume (veh/h) 40 934 73 307 721 272 34 279 678 153 173 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 0.99 0.98 1.00 0.98 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 1870 1870 1870 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 41 963 75 316 743 117 35 288 656 158 178 18 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 1 1 1 1 1 1 1 1 1 Cap, veh/h 472 1416 110 400 983 426 318 370 491 224 393 40 Arrive On Green 0.53 0.85 0.85 0.11 0.27 0.27 0.03 0.20 0.20 0.14 0.47 0.47 Sat Flow, veh/h 1781 3337 260 3483 3582 1551 1795 1885 1568 1795 1681 170 Grp Volume(v), veh/h 41 513 525 316 743 117 35 288 656 158 0 196 Grp Sat Flow(s),veh/h/ln 1781 1777 1820 1742 1791 1551 1795 1885 1568 1795 0 1851 Q Serve(g_s), s 1.2 10.5 10.5 9.0 19.4 4.7 1.6 14.8 20.0 7.0 0.0 7.3 Cycle Q Clear(g_c), s 1.2 10.5 10.5 9.0 19.4 4.7 1.6 14.8 20.0 7.0 0.0 7.3 Prop In Lane 1.00 0.14 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 472 754 772 400 983 426 318 370 491 224 0 433 V/C Ratio(X) 0.09 0.68 0.68 0.79 0.76 0.27 0.11 0.78 1.34 0.70 0.00 0.45 Avail Cap(c_a), veh/h 472 754 772 820 983 426 386 370 491 224 0 433 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 0.95 0.95 0.95 0.47 0.00 0.47 Uniform Delay s/veh 17.9 5.2 5.2 43.9 33.9 17.2 31.1 38.9 35.2 29.5 0.0 22.7 Incr Delay (d2), s/veh 0.0 4.7 4.6 1.3 5.4 1.6 0.1 8.9 163.8 4.0 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 0.5 2.9 3.0 3.9 9.0 2.4 0.7 7.7 34.2 3.1 0.0 2.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 17.9 9.9 9.8 45.3 39.3 18.8 31.2 47.8 199.0 33.5 0.0 22.9 LOS B A A D D B C D F C A C Approach Vol, veh/h 1079 1176 979 354 Approach Delay, s/veh 10.2 38.8 148.5 27.6 Approach LOS B D F C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.7 48.3 8.1 28.9 32.0 33.0 12.0 25.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 31.0 7.0 20.0 27.0 28.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 11.0 12.5 3.6 9.3 3.2 21.4 9.0 22.0 Green Ext Time s 0.7 4.6 0.0 0.3 0.1 2.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 59.0 HCM 6th LOS E ---PAGE BREAK--- Lanes, Volumes, Timings 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 391 1375 163 0 1051 331 0 0 0 97 298 445 Future Volume (vph) 391 1375 163 0 1051 331 0 0 0 97 298 445 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 110 0 0 0 0 400 350 Storage Lanes 1 1 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 30 30 30 Link Distance (ft) 588 86 347 459 Travel Time 10.0 2.0 7.9 10.4 Confl. Peds. 6 4 1 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 Heavy Vehicles 4% 1% 1% 0% 1% 2% 0% 0% 0% 1% 3% 2% Shared Lane Traffic Turn Type Prot NA Perm NA pm+ov Split NA pm+ov Protected Phases 5 2 6 4 4 4 5 Permitted Phases 2 6 4 Detector Phase 5 2 2 6 6 4 4 5 Switch Phase Minimum Initial 5.0 7.0 7.0 7.0 5.0 5.0 5.0 5.0 Minimum Split 11.0 24.3 24.3 30.3 38.0 38.0 38.0 11.0 Total Split 50.0 130.0 130.0 80.0 50.0 50.0 50.0 50.0 Total Split 27.8% 72.2% 72.2% 44.4% 27.8% 27.8% 27.8% 27.8% Yellow Time 4.0 4.3 4.3 4.3 4.0 4.0 4.0 4.0 All-Red Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 6.0 6.3 6.3 6.3 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Min C-Min C-Min None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 85 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 2: 520 WB/NE 76 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 391 1375 163 0 1051 331 0 0 0 97 298 445 Future Volume (veh/h) 391 1375 163 0 1051 331 0 0 0 97 298 445 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1841 1885 1885 0 1885 1870 1885 1856 1870 Adj Flow Rate, veh/h 395 1389 165 0 1062 290 98 301 431 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 4 1 1 0 1 2 1 3 2 Cap, veh/h 413 2534 1127 0 1571 1048 403 416 728 Arrive On Green 0.24 0.71 0.71 0.00 0.44 0.44 0.22 0.22 0.22 Sat Flow, veh/h 1753 3582 1594 0 3676 1578 1795 1856 1583 Grp Volume(v), veh/h 395 1389 165 0 1062 290 98 301 431 Grp Sat Flow(s),veh/h/ln 1753 1791 1594 0 1791 1578 1795 1856 1583 Q Serve(g_s), s 40.0 33.4 6.1 0.0 42.6 13.7 8.1 27.0 36.4 Cycle Q Clear(g_c), s 40.0 33.4 6.1 0.0 42.6 13.7 8.1 27.0 36.4 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 413 2534 1127 0 1571 1048 403 416 728 V/C Ratio(X) 0.96 0.55 0.15 0.00 0.68 0.28 0.24 0.72 0.59 Avail Cap(c_a), veh/h 429 2534 1127 0 1571 1048 439 454 760 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 67.9 12.6 8.6 0.0 40.3 12.5 57.3 64.7 36.1 Incr Delay (d2), s/veh 28.1 0.7 0.2 0.0 2.3 0.7 0.3 5.1 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 %ile BackOfQ(50%),veh/ln 21.0 13.0 2.2 0.0 19.5 9.1 3.8 13.5 33.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 96.1 13.3 8.8 0.0 42.7 13.2 57.6 69.8 37.3 LOS F B A A D B E E D Approach Vol, veh/h 1949 1352 830 Approach Delay, s/veh 29.7 36.3 51.5 Approach LOS C D D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 133.6 46.4 48.4 85.3 Change Period (Y+Rc), s 6.3 6.0 6.0 6.3 Max Green Setting (Gmax), s 123.7 44.0 44.0 73.7 Max Q Clear Time (g_c+I1), s 35.4 38.4 42.0 44.6 Green Ext Time s 19.3 2.0 0.3 12.1 Intersection Summary HCM 6th Ctrl Delay 36.2 HCM 6th LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1405 0 0 1029 369 1457 Future Volume (vph) 1405 0 0 1029 369 1457 Ideal Flow 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 0 0 Storage Lanes 1 0 1 2 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 40 40 55 Link Distance (ft) [PHONE REDACTED] Travel Time 6.6 4.8 13.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 1% 0% 0% 1% 2% 1% Shared Lane Traffic Turn Type NA NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases Detector Phase 2 6 8 8 Switch Phase Minimum Initial 10.0 10.0 5.0 5.0 Minimum Split 25.7 16.7 37.8 37.8 Total Split 35.0 35.0 55.0 55.0 Total Split 38.9% 38.9% 61.1% 61.1% Yellow Time 4.7 4.7 3.8 3.8 All-Red Time 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 Total Lost Time 6.7 6.7 5.8 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 80 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 3: 520 EB & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1405 0 0 1029 369 1457 Future Volume (veh/h) 1405 0 0 1029 369 1457 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 1885 0 0 1885 1870 1885 Adj Flow Rate, veh/h 1464 0 0 1072 384 1518 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 0 0 1 2 1 Cap, veh/h 1618 0 0 1126 974 1537 Arrive On Green 0.31 0.00 0.00 0.31 0.55 0.55 Sat Flow, veh/h 5486 0 0 3770 1781 2812 Grp Volume(v), veh/h 1464 0 0 1072 384 1518 Grp Sat Flow(s),veh/h/ln 1716 0 0 1791 1781 1406 Q Serve(g_s), s 24.5 0.0 0.0 26.4 11.2 47.9 Cycle Q Clear(g_c), s 24.5 0.0 0.0 26.4 11.2 47.9 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 1618 0 0 1126 974 1537 V/C Ratio(X) 0.90 0.00 0.00 0.95 0.39 0.99 Avail Cap(c_a), veh/h 1618 0 0 1126 974 1537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay s/veh 29.6 0.0 0.0 30.2 11.8 20.1 Incr Delay (d2), s/veh 8.8 0.0 0.0 17.5 0.3 20.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.7 0.0 0.0 13.3 3.7 16.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 38.3 0.0 0.0 47.7 12.1 40.1 LOS D A A D B D Approach Vol, veh/h 1464 1072 1902 Approach Delay, s/veh 38.3 47.7 34.4 Approach LOS D D C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 35.0 35.0 55.0 Change Period (Y+Rc), s 6.7 6.7 5.8 Max Green Setting (Gmax), s 28.3 28.3 49.2 Max Q Clear Time (g_c+I1), s 26.5 28.4 49.9 Green Ext Time s 1.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 38.9 HCM 6th LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 168 2461 [PHONE REDACTED] 10 357 14 167 5 16 203 Future Volume (vph) 168 2461 [PHONE REDACTED] 10 357 14 167 5 16 203 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 160 0 250 300 70 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 25 25 Link Distance (ft) 1038 717 477 284 Travel Time 17.7 12.2 13.0 7.7 Confl. Peds. 5 5 4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 0% 1% 3% 2% 3% 0% 1% 0% 1% 0% 0% 0% Shared Lane Traffic Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 38.0 10.0 15.0 33.0 33.0 10.0 10.0 Total Split 33.0 106.0 21.0 94.0 33.0 43.0 10.0 20.0 Total Split 18.3% 58.9% 11.7% 52.2% 18.3% 23.9% 5.6% 11.1% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 141 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 135 Control Type: Actuated-Coordinated Splits and Phases: 4: NE 70 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 168 2461 [PHONE REDACTED] 10 357 14 167 5 16 203 Future Volume (veh/h) 168 2461 [PHONE REDACTED] 10 357 14 167 5 16 203 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 0.99 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 1900 1885 1885 1870 1856 1856 1885 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 175 2564 [PHONE REDACTED] 10 372 15 174 5 17 211 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 1 1 2 3 3 1 0 0 0 0 0 Cap, veh/h 193 2985 [PHONE REDACTED] 19 421 25 295 11 10 126 Arrive On Green 0.21 1.00 1.00 0.05 0.39 0.39 0.12 0.20 0.20 0.01 0.08 0.08 Sat Flow, veh/h 1810 4915 339 1781 5194 33 3483 129 1492 1810 121 1507 Grp Volume(v), veh/h 175 1776 [PHONE REDACTED] 564 372 0 189 5 0 228 Grp Sat Flow(s),veh/h/ln 1810 1716 1823 1781 1689 1849 1742 0 1621 1810 0 1629 Q Serve(g_s), s 17.0 0.0 0.0 11.9 42.3 42.3 18.9 0.0 19.1 0.5 0.0 15.0 Cycle Q Clear(g_c), s 17.0 0.0 0.0 11.9 42.3 42.3 18.9 0.0 19.1 0.5 0.0 15.0 Prop In Lane 1.00 0.19 1.00 0.02 1.00 0.92 1.00 0.93 Lane Grp Cap(c), veh/h 193 2084 1107 138 1953 1069 421 0 321 11 0 136 V/C Ratio(X) 0.91 0.85 0.87 0.86 0.53 0.53 0.88 0.00 0.59 0.45 0.00 1.68 Avail Cap(c_a), veh/h 281 2084 1107 158 1953 1069 542 0 342 50 0 136 HCM Platoon Ratio 2.00 2.00 2.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.69 0.69 0.69 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 69.9 0.0 0.0 84.4 36.2 36.2 77.9 0.0 65.5 89.1 0.0 82.5 Incr Delay (d2), s/veh 19.0 4.7 9.7 22.5 0.7 1.3 12.3 0.0 1.9 25.9 0.0 335.8 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 8.1 1.3 3.0 6.5 18.6 20.5 9.3 0.0 8.2 0.3 0.0 19.1 Unsig. Movement Delay, s/veh Delay(d),s/veh 89.0 4.7 9.7 106.9 36.9 37.5 90.2 0.0 67.4 115.0 0.0 418.3 LOS F A A F D D F A E F A F Approach Vol, veh/h 2919 1714 561 233 Approach Delay, s/veh 11.4 42.0 82.5 411.8 Approach LOS B D F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.9 114.3 26.7 20.0 24.2 109.1 6.1 40.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 101.0 28.0 15.0 28.0 89.0 5.0 38.0 Max Q Clear Time (g_c+I1), s 13.9 2.0 20.9 17.0 19.0 44.3 2.5 21.1 Green Ext Time s 0.0 20.5 0.8 0.0 0.2 6.3 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 45.6 HCM 6th LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 53 5 157 23 8 337 Future Volume (vph) 53 5 157 23 8 337 Ideal Flow 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 334 279 749 Travel Time 9.1 7.6 20.4 Confl. Peds. 1 1 1 1 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles 0% 0% 3% 0% 0% 1% Shared Lane Traffic Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Intersection Int Delay, s/veh 8.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 53 5 157 23 8 337 Future Vol, veh/h 53 5 157 23 8 337 Conflicting Peds, #/hr 0 1 1 0 1 1 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 85 85 85 85 85 85 Heavy Vehicles, % 0 0 3 0 0 1 Mvmt Flow 62 6 185 27 9 396 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 69 0 464 67 Stage 1 - - - - 66 - Stage 2 - - - - 398 - Critical Hdwy - - 4.13 - 6.4 6.21 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.227 - 3.5 3.309 Pot Cap-1 Maneuver - - 1526 - 560 999 Stage 1 - - - - 962 - Stage 2 - - - - 683 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1525 - 490 997 Mov Cap-2 Maneuver - - - - 490 - Stage 1 - - - - 961 - Stage 2 - - - - 598 - Approach EB WB NB HCM Control Delay, s 0 6.7 11.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 974 - - 1525 - HCM Lane V/C Ratio 0.417 - - 0.121 - HCM Control Delay 11.3 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 2.1 - - 0.4 - ---PAGE BREAK--- Lanes, Volumes, Timings 6: ELSP/180 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 20 1670 [PHONE REDACTED] 145 479 200 31 248 281 21 Future Volume (vph) 20 1670 [PHONE REDACTED] 145 479 200 31 248 281 21 Ideal Flow 1900 1900 1900 1900 1900 1900 1700 1700 1700 1700 1700 1700 Storage Length (ft) 320 0 125 620 390 0 200 200 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1770 3539 1583 1752 4950 0 2854 1463 0 1504 1577 1417 Flt Permitted 0.950 0.950 0.950 0.991 0.950 0.996 Satd. Flow (perm) 1770 3539 1583 1752 4950 0 2854 1463 0 1504 1577 1417 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR) 15 3 142 Link Speed (mph) 40 45 35 35 Link Distance (ft) 717 2432 760 335 Travel Time 12.2 36.8 14.8 6.5 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 Heavy Vehicles 2% 2% 2% 3% 3% 3% 3% 3% 3% 2% 2% 2% Shared Lane Traffic 10% 10% Lane Group Flow (vph) 20 1704 [PHONE REDACTED] 0 440 285 0 228 312 21 Turn Type Prot NA custom Prot NA Split NA Split NA Perm Protected Phases 5 8 2 9 2 4 1 8 6 4 4 3 3 Permitted Phases 3 Total Split 82.0 26.0 26.0 25.0 25.0 25.0 Total Lost Time 7.3 6.0 6.0 6.0 6.0 6.0 Act Effct Green 14.0 106.5 109.0 10.0 107.5 20.0 20.0 19.0 19.0 19.0 Actuated g/C Ratio 0.08 0.59 0.61 0.06 0.60 0.11 0.11 0.11 0.11 0.11 v/c Ratio 0.15 0.81 0.94 1.84 0.44 1.39 1.73 1.44 1.88 0.08 Control Delay 101.8 9.8 33.7 444.9 28.7 240.3 386.6 282.4 455.5 0.5 Queue Delay 0.0 0.8 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 101.8 10.6 33.8 444.9 28.7 240.3 386.6 282.4 455.5 0.5 LOS F B C F C F F F F A Approach Delay 19.3 78.5 297.8 368.1 Approach LOS B E F F Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green, Master Intersection Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.88 Intersection Signal Delay: 109.3 Intersection LOS: F Intersection Capacity Utilization 107.3% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 6: ELSP/180 Ave NE & Redmond Way ---PAGE BREAK--- Lanes, Volumes, Timings 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 247 44 409 15 6 22 126 557 12 38 1149 264 Future Volume (vph) 247 44 409 15 6 22 126 557 12 38 1149 264 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 0% 2% 0% 0% Storage Length (ft) 0 130 0 0 120 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1006 120 1689 760 Travel Time 22.9 2.7 32.9 14.8 Confl. Peds. 2 20 20 2 3 9 9 3 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 1% 1% 1% 0% 0% 0% 1% 1% 1% 1% 1% 1% Shared Lane Traffic Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 22.0 22.0 22.0 22.0 22.0 9.0 22.0 9.0 22.0 Total Split 22.0 22.0 22.0 22.0 22.0 9.0 59.0 9.0 59.0 Total Split 24.4% 24.4% 24.4% 24.4% 24.4% 10.0% 65.6% 10.0% 65.6% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 7: ELSP & NE 65 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 247 44 409 15 6 22 126 557 12 38 1149 264 Future Volume (veh/h) 247 44 409 15 6 22 126 557 12 38 1149 264 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.97 0.99 0.97 1.00 0.99 1.00 0.99 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 1885 1885 1885 1876 1876 1876 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 260 46 291 16 6 23 133 586 13 40 1209 278 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, % 1 1 1 0 0 0 1 1 1 1 1 1 Cap, veh/h 207 24 292 54 32 34 269 2149 48 553 1736 395 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.04 0.60 0.60 0.06 0.80 0.80 Sat Flow, veh/h [PHONE REDACTED] 0 [PHONE REDACTED] 3582 79 1795 2894 658 Grp Volume(v), veh/h 306 0 291 45 0 0 133 293 306 40 743 744 Grp Sat Flow(s),veh/h/ln 830 0 1547 351 0 0 1795 1791 1870 1795 1791 1761 Q Serve(g_s), s 0.0 0.0 16.9 0.0 0.0 0.0 3.1 7.0 7.0 0.0 16.8 17.5 Cycle Q Clear(g_c), s 17.0 0.0 16.9 17.0 0.0 0.0 3.1 7.0 7.0 0.0 16.8 17.5 Prop In Lane 0.85 1.00 0.36 0.51 1.00 0.04 1.00 0.37 Lane Grp Cap(c), veh/h 231 0 292 121 0 0 269 1075 1122 553 1075 1057 V/C Ratio(X) 1.33 0.00 1.00 0.37 0.00 0.00 0.49 0.27 0.27 0.07 0.69 0.70 Avail Cap(c_a), veh/h 231 0 292 121 0 0 269 1075 1122 553 1075 1057 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.09 0.09 0.09 Uniform Delay s/veh 39.2 0.0 36.5 31.4 0.0 0.0 12.5 8.6 8.6 10.6 5.3 5.4 Incr Delay (d2), s/veh 173.7 0.0 51.5 1.9 0.0 0.0 1.4 0.6 0.6 0.0 0.3 0.4 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 16.2 0.0 10.4 0.9 0.0 0.0 1.2 2.6 2.7 0.4 3.4 3.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 212.9 0.0 87.9 33.3 0.0 0.0 13.9 9.2 9.2 10.6 5.7 5.8 LOS F A F C A A B A A B A A Approach Vol, veh/h 597 45 732 1527 Approach Delay, s/veh 152.0 33.3 10.1 5.9 Approach LOS F C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 59.0 22.0 9.0 59.0 22.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 54.0 17.0 4.0 54.0 17.0 Max Q Clear Time (g_c+I1), s 2.0 9.0 19.0 5.1 19.5 19.0 Green Ext Time s 0.0 2.5 0.0 0.0 8.9 0.0 Intersection Summary HCM 6th Ctrl Delay 37.4 HCM 6th LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 1908 3 0 1100 44 2 1 1 134 1 409 Future Volume (vph) 120 1908 3 0 1100 44 2 1 1 134 1 409 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 3% 0% Storage Length (ft) 250 0 0 390 0 0 0 175 Storage Lanes 1 0 0 1 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 25 30 Link Distance (ft) 2432 2038 222 990 Travel Time 36.8 30.9 6.1 22.5 Confl. Peds. 6 1 27 2 2 27 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 Heavy Vehicles 1% 1% 1% 2% 2% 2% 25% 25% 25% 1% 1% 1% Shared Lane Traffic Turn Type Prot NA NA Perm Perm NA Perm NA Perm Protected Phases 7 4 8 2 6 Permitted Phases 8 2 6 6 Detector Phase 7 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial 5.0 12.0 5.0 5.0 5.0 5.0 12.0 12.0 12.0 Minimum Split 10.0 17.0 28.0 28.0 26.0 26.0 17.0 17.0 17.0 Total Split 26.0 118.0 92.0 92.0 62.0 62.0 62.0 62.0 62.0 Total Split 14.4% 65.6% 51.1% 51.1% 34.4% 34.4% 34.4% 34.4% 34.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 168 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 8: Redmond Way & 185 Ave NE ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 1908 3 0 1100 44 2 1 1 134 1 409 Future Volume (veh/h) 120 1908 3 0 1100 44 2 1 1 134 1 409 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 0.96 1.00 0.96 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 1832 1832 1832 0 1949 1949 1530 1530 1530 1964 1964 1964 Adj Flow Rate, veh/h 122 1947 3 0 1122 45 2 1 1 137 1 293 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, % 1 1 1 0 2 2 25 25 25 1 1 1 Cap, veh/h 410 2660 4 0 1790 797 68 31 23 270 2 317 Arrive On Green 0.31 0.99 0.99 0.00 0.32 0.32 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1745 3566 5 0 3800 1650 190 [PHONE REDACTED] 8 1596 Grp Volume(v), veh/h [PHONE REDACTED] 0 1122 45 4 0 0 138 0 293 Grp Sat Flow(s),veh/h/ln 1745 1741 1831 0 1851 1650 460 0 0 1169 0 1596 Q Serve(g_s), s 9.5 2.9 2.9 0.0 46.3 3.4 0.1 0.0 0.0 0.0 0.0 32.4 Cycle Q Clear(g_c), s 9.5 2.9 2.9 0.0 46.3 3.4 23.3 0.0 0.0 23.2 0.0 32.4 Prop In Lane 1.00 0.00 0.00 1.00 0.50 0.25 0.99 1.00 Lane Grp Cap(c), veh/h 410 1298 1366 0 1790 797 121 0 0 272 0 317 V/C Ratio(X) 0.30 0.73 0.73 0.00 0.63 0.06 0.03 0.00 0.00 0.51 0.00 0.92 Avail Cap(c_a), veh/h 410 1298 1366 0 1790 797 249 0 0 448 0 505 HCM Platoon Ratio 1.33 1.33 1.33 1.00 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.34 0.34 0.34 0.00 0.88 0.88 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay s/veh 50.7 0.2 0.2 0.0 47.1 32.6 59.2 0.0 0.0 67.1 0.0 70.8 Incr Delay (d2), s/veh 0.1 1.3 1.2 0.0 1.5 0.1 0.1 0.0 0.0 0.5 0.0 11.7 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 4.1 0.7 0.8 0.0 22.5 1.4 0.2 0.0 0.0 6.0 0.0 27.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 50.8 1.5 1.4 0.0 48.6 32.7 59.3 0.0 0.0 67.6 0.0 82.5 LOS D A A A D C E A A E A F Approach Vol, veh/h 2072 1167 4 431 Approach Delay, s/veh 4.3 48.0 59.3 77.7 Approach LOS A D E E Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 40.8 139.2 40.8 47.2 92.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 57.0 113.0 57.0 21.0 87.0 Max Q Clear Time (g_c+I1), s 25.3 4.9 34.4 11.5 48.3 Green Ext Time s 0.0 6.0 1.3 0.2 6.4 Intersection Summary HCM 6th Ctrl Delay 26.9 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 38 1981 45 37 907 121 39 79 81 331 64 61 Future Volume (vph) 38 1981 45 37 907 121 39 79 81 331 64 61 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 200 200 110 0 110 0 Storage Lanes 1 1 1 1 1 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 30 35 Link Distance (ft) 2038 889 536 672 Travel Time 30.9 13.5 12.2 13.1 Confl. Peds. 3 1 3 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% 1% 5% 9% 4% 8% 6% 1% 1% 4% 0% 17% Parking 0 Shared Lane Traffic Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 25.0 25.0 10.0 26.0 26.0 10.0 32.0 10.0 30.0 Total Split 20.0 100.0 100.0 20.0 100.0 100.0 15.0 32.0 28.0 45.0 Total Split 11.1% 55.6% 55.6% 11.1% 55.6% 55.6% 8.3% 17.8% 15.6% 25.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 13 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 9: 187 Ave NE/188 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 1981 45 37 907 121 39 79 81 331 64 61 Future Volume (veh/h) 38 1981 45 37 907 121 39 79 81 331 64 61 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 1900 1885 1826 1767 1841 1781 1811 1885 1885 1841 1900 1900 Adj Flow Rate, veh/h 40 2085 4 39 955 0 41 83 85 348 67 64 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 5 9 4 8 6 1 1 4 0 0 Cap, veh/h 247 2274 982 50 1846 797 52 94 96 389 173 165 Arrive On Green 0.18 0.84 0.84 0.03 0.53 0.00 0.03 0.11 0.11 0.11 0.19 0.19 Sat Flow, veh/h 1810 3582 1547 1682 3497 1510 1725 [PHONE REDACTED] 891 851 Grp Volume(v), veh/h 40 2085 4 39 955 0 41 0 168 348 0 131 Grp Sat Flow(s),veh/h/ln 1810 1791 1547 1682 1749 1510 1725 0 1725 1700 0 1742 Q Serve(g_s), s 3.4 72.2 0.1 4.1 31.9 0.0 4.2 0.0 17.3 18.2 0.0 11.8 Cycle Q Clear(g_c), s 3.4 72.2 0.1 4.1 31.9 0.0 4.2 0.0 17.3 18.2 0.0 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.49 Lane Grp Cap(c), veh/h 247 2274 982 50 1846 797 52 0 190 389 0 338 V/C Ratio(X) 0.16 0.92 0.00 0.79 0.52 0.00 0.78 0.00 0.88 0.89 0.00 0.39 Avail Cap(c_a), veh/h 247 2274 [PHONE REDACTED] 797 96 0 259 435 0 387 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.62 0.62 0.62 0.97 0.97 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 65.0 10.7 5.1 86.8 27.6 0.0 86.7 0.0 79.0 78.6 0.0 63.2 Incr Delay (d2), s/veh 0.2 4.8 0.0 22.7 1.0 0.0 21.9 0.0 22.8 19.1 0.0 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 1.5 15.6 0.0 2.1 13.4 0.0 2.2 0.0 8.9 9.0 0.0 5.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 65.2 15.5 5.1 109.5 28.6 0.0 108.6 0.0 101.7 97.7 0.0 63.9 LOS E B A F C A F A F F A E Approach Vol, veh/h 2129 994 209 479 Approach Delay, s/veh 16.4 31.8 103.1 88.5 Approach LOS B C F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.6 24.8 10.3 119.3 10.5 40.0 29.6 100.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 27.0 15.0 95.0 10.0 40.0 15.0 95.0 Max Q Clear Time (g_c+I1), s 20.2 19.3 6.1 74.2 6.2 13.8 5.4 33.9 Green Ext Time s 0.4 0.3 0.0 12.6 0.0 0.5 0.0 5.0 Intersection Summary HCM 6th Ctrl Delay 34.3 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 161 454 175 94 337 81 69 254 121 102 319 118 Future Volume (vph) 161 454 175 94 337 81 69 254 121 102 319 118 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 220 120 0 150 0 150 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1106 328 1701 743 Travel Time 25.1 7.5 33.1 14.5 Confl. Peds. 2 5 5 2 5 5 5 5 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 Heavy Vehicles 7% 3% 0% 0% 1% 4% 0% 6% 6% 9% 6% 9% Shared Lane Traffic Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 8 4 6 2 Detector Phase 3 8 8 7 4 1 6 5 2 Switch Phase Minimum Initial 4.0 5.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Minimum Split 9.0 22.0 22.0 9.0 22.0 9.0 22.0 9.0 22.0 Total Split 13.0 41.0 41.0 9.0 37.0 10.0 31.0 9.0 30.0 Total Split 14.4% 45.6% 45.6% 10.0% 41.1% 11.1% 34.4% 10.0% 33.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 76.5 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 10: 180 Ave NE/178 Pl NE & NE 76 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2022 No Action - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 161 454 175 94 337 81 69 254 121 102 319 118 Future Volume (veh/h) 161 454 175 94 337 81 69 254 121 102 319 118 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 0.99 1.00 0.99 1.00 0.99 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 1796 1856 1900 1900 1885 1885 1900 1811 1811 1767 1811 1811 Adj Flow Rate, veh/h 163 459 0 95 340 82 70 257 122 103 322 119 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, % 7 3 0 0 1 1 0 6 6 9 6 6 Cap, veh/h 317 577 288 401 97 231 317 150 272 365 135 Arrive On Green 0.09 0.31 0.00 0.06 0.27 0.27 0.04 0.27 0.27 0.06 0.29 0.29 Sat Flow, veh/h 1711 1856 1610 1810 1465 353 1810 1157 549 1682 1258 465 Grp Volume(v), veh/h 163 459 0 95 0 422 70 0 379 103 0 441 Grp Sat Flow(s),veh/h/ln 1711 1856 1610 1810 0 1818 1810 0 1706 1682 0 1723 Q Serve(g_s), s 4.5 15.1 0.0 2.5 0.0 14.7 1.8 0.0 13.8 2.9 0.0 16.3 Cycle Q Clear(g_c), s 4.5 15.1 0.0 2.5 0.0 14.7 1.8 0.0 13.8 2.9 0.0 16.3 Prop In Lane 1.00 1.00 1.00 0.19 1.00 0.32 1.00 0.27 Lane Grp Cap(c), veh/h 317 577 288 0 497 231 0 467 272 0 500 V/C Ratio(X) 0.51 0.80 0.33 0.00 0.85 0.30 0.00 0.81 0.38 0.00 0.88 Avail Cap(c_a), veh/h 363 1000 296 0 871 288 0 664 272 0 645 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 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 16.8 21.1 0.0 17.2 0.0 23.0 18.0 0.0 22.6 17.4 0.0 22.6 Incr Delay (d2), s/veh 1.3 2.5 0.0 0.7 0.0 4.1 0.7 0.0 5.1 0.9 0.0 11.2 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 1.7 6.5 0.0 1.0 0.0 6.4 0.7 0.0 5.7 1.1 0.0 7.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.1 23.6 0.0 17.8 0.0 27.1 18.8 0.0 27.7 18.3 0.0 33.8 LOS B C B A C B A C B A C Approach Vol, veh/h 622 A 517 449 544 Approach Delay, s/veh 22.2 25.4 26.3 30.8 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.9 24.4 11.2 23.3 9.0 23.3 8.7 25.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 25.0 8.0 32.0 4.0 26.0 4.0 36.0 Max Q Clear Time (g_c+I1), s 3.8 18.3 6.5 16.7 4.9 15.8 4.5 17.1 Green Ext Time s 0.0 1.1 0.1 1.6 0.0 1.2 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 26.0 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- Transportation Impact Study LMC Marymoor - Redmond Future 2022 With-Project AM Peak Hour ---PAGE BREAK--- Lanes, Volumes, Timings 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 32 574 48 307 705 135 16 79 210 229 146 18 Future Volume (vph) 32 574 48 307 705 135 16 79 210 229 146 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 0 275 0 170 0 150 0 Storage Lanes 1 0 2 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 468 498 439 Travel Time 13.3 10.6 11.3 10.0 Confl. Peds. 2 3 5 7 7 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles 4% 4% 4% 3% 3% 3% 2% 2% 2% 1% 1% 1% Shared Lane Traffic Turn Type Prot NA Prot NA Perm pm+pt NA pm+ov pm+pt NA Protected Phases 5 2 1 6 3 8 1 7 4 Permitted Phases 6 8 8 4 Detector Phase 5 2 1 6 6 3 8 8 1 7 4 4 Switch Phase Minimum Initial 5.0 6.0 6.0 6.0 6.0 5.0 5.0 6.0 5.0 5.0 Minimum Split 10.0 24.0 11.0 24.0 24.0 10.0 25.0 11.0 10.0 25.0 Total Split 16.0 32.0 20.0 36.0 36.0 11.0 27.0 20.0 11.0 27.0 Total Split 17.8% 35.6% 22.2% 40.0% 40.0% 12.2% 30.0% 22.2% 12.2% 30.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 42 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: 170 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 574 48 307 705 135 16 79 210 229 146 18 Future Volume (veh/h) 32 574 48 307 705 135 16 79 210 229 146 18 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 0.99 0.98 0.99 0.99 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 1841 1841 1841 1856 1856 1856 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 35 631 53 337 775 0 18 87 118 252 160 20 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 4 4 3 3 3 2 2 2 1 1 1 Cap, veh/h 465 1592 [PHONE REDACTED] 542 182 189 351 267 242 30 Arrive On Green 0.27 0.49 0.49 0.12 0.34 0.00 0.02 0.10 0.10 0.07 0.15 0.15 Sat Flow, veh/h 1753 3266 274 3428 3526 1572 1781 1870 1552 1795 1640 205 Grp Volume(v), veh/h 35 338 346 337 775 0 18 87 118 252 0 180 Grp Sat Flow(s),veh/h/ln 1753 1749 1791 1714 1763 1572 1781 1870 1552 1795 0 1845 Q Serve(g_s), s 1.3 11.0 11.1 8.6 16.6 0.0 0.8 3.9 5.7 6.0 0.0 8.3 Cycle Q Clear(g_c), s 1.3 11.0 11.1 8.6 16.6 0.0 0.8 3.9 5.7 6.0 0.0 8.3 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 465 852 [PHONE REDACTED] 542 182 189 351 267 0 272 V/C Ratio(X) 0.08 0.40 0.40 0.80 0.64 0.00 0.10 0.46 0.34 0.94 0.00 0.66 Avail Cap(c_a), veh/h 465 852 [PHONE REDACTED] 542 265 457 574 267 0 451 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) 0.95 0.95 0.95 1.00 1.00 0.00 0.95 0.95 0.95 0.47 0.00 0.47 Uniform Delay s/veh 24.8 14.6 14.7 38.4 24.8 0.0 35.2 38.1 29.4 38.0 0.0 36.2 Incr Delay (d2), s/veh 0.0 1.3 1.3 4.1 2.6 0.0 0.1 0.6 0.2 24.3 0.0 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 0.6 4.5 4.6 3.8 7.1 0.0 0.3 1.8 2.1 4.4 0.0 3.7 Unsig. Movement Delay, s/veh Delay(d),s/veh 24.8 16.0 15.9 42.5 27.4 0.0 35.3 38.7 29.6 62.3 0.0 36.7 LOS C B B D C A D D C E A D Approach Vol, veh/h 719 1112 223 432 Approach Delay, s/veh 16.4 32.0 33.6 51.7 Approach LOS B C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.0 48.9 6.8 18.3 28.9 36.0 11.0 14.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 27.0 6.0 22.0 11.0 31.0 6.0 22.0 Max Q Clear Time (g_c+I1), s 10.6 13.1 2.8 10.3 3.3 18.6 8.0 7.7 Green Ext Time s 0.4 2.5 0.0 0.3 0.0 3.1 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 31.0 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 571 330 0 1015 106 0 0 0 65 538 204 Future Volume (vph) 149 571 330 0 1015 106 0 0 0 65 538 204 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 110 0 0 0 0 400 350 Storage Lanes 1 1 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 30 30 30 Link Distance (ft) 588 86 347 459 Travel Time 10.0 2.0 7.9 10.4 Confl. Peds. 4 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 8% 5% 3% 0% 2% 4% 0% 0% 0% 5% 9% 15% Shared Lane Traffic Turn Type Prot NA Perm NA pm+ov Split NA pm+ov Protected Phases 5 2 6 4 4 4 5 Permitted Phases 2 6 4 Detector Phase 5 2 2 6 6 4 4 5 Switch Phase Minimum Initial 5.0 7.0 7.0 7.0 5.0 5.0 5.0 5.0 Minimum Split 11.0 24.3 24.3 30.3 38.0 38.0 38.0 11.0 Total Split 25.0 110.0 110.0 85.0 40.0 40.0 40.0 25.0 Total Split 16.7% 73.3% 73.3% 56.7% 26.7% 26.7% 26.7% 16.7% Yellow Time 4.0 4.3 4.3 4.3 4.0 4.0 4.0 4.0 All-Red Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 6.0 6.3 6.3 6.3 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Min C-Min C-Min None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 90 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 2: 520 WB/NE 76 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 149 571 330 0 1015 106 0 0 0 65 538 204 Future Volume (veh/h) 149 571 330 0 1015 106 0 0 0 65 538 204 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1781 1826 1856 0 1870 1841 1826 1767 1678 Adj Flow Rate, veh/h 160 614 355 0 1091 85 70 578 172 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 8 5 3 0 2 4 5 9 15 Cap, veh/h 182 2398 1085 0 1934 1201 394 400 475 Arrive On Green 0.11 0.69 0.69 0.00 0.54 0.54 0.23 0.23 0.23 Sat Flow, veh/h 1697 3469 1570 0 3647 1557 1739 1767 1422 Grp Volume(v), veh/h 160 614 355 0 1091 85 70 578 172 Grp Sat Flow(s),veh/h/ln 1697 1735 1570 0 1777 1557 1739 1767 1422 Q Serve(g_s), s 13.9 10.0 13.5 0.0 30.3 2.0 4.9 34.0 13.8 Cycle Q Clear(g_c), s 13.9 10.0 13.5 0.0 30.3 2.0 4.9 34.0 13.8 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 182 2398 1085 0 1934 1201 394 400 475 V/C Ratio(X) 0.88 0.26 0.33 0.00 0.56 0.07 0.18 1.44 0.36 Avail Cap(c_a), veh/h 215 2398 1085 0 1934 1201 394 400 475 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 66.0 8.7 9.2 0.0 22.5 4.2 46.7 58.0 37.9 Incr Delay (d2), s/veh 24.4 0.2 0.7 0.0 1.2 0.1 0.2 213.2 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 %ile BackOfQ(50%),veh/ln 7.2 3.6 4.6 0.0 13.0 1.5 2.2 38.9 12.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 90.4 8.9 9.9 0.0 23.7 4.3 46.9 271.2 38.3 LOS F A A A C A D F D Approach Vol, veh/h 1129 1176 820 Approach Delay, s/veh 20.8 22.3 203.2 Approach LOS C C F Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 110.0 40.0 22.1 87.9 Change Period (Y+Rc), s 6.3 6.0 6.0 6.3 Max Green Setting (Gmax), s 103.7 34.0 19.0 78.7 Max Q Clear Time (g_c+I1), s 15.5 36.0 15.9 32.3 Green Ext Time s 8.4 0.0 0.1 11.8 Intersection Summary HCM 6th Ctrl Delay 69.2 HCM 6th LOS E ---PAGE BREAK--- Lanes, Volumes, Timings 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 655 0 0 914 152 936 Future Volume (vph) 655 0 0 914 152 936 Ideal Flow 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 0 0 Storage Lanes 1 0 1 2 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 40 40 55 Link Distance (ft) [PHONE REDACTED] Travel Time 6.6 4.8 13.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles 3% 0% 0% 3% 8% 4% Shared Lane Traffic Turn Type NA NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases Detector Phase 2 6 8 8 Switch Phase Minimum Initial 2.0 10.0 5.0 5.0 Minimum Split 25.7 16.7 37.8 37.8 Total Split 74.0 74.0 76.0 76.0 Total Split 49.3% 49.3% 50.7% 50.7% Yellow Time 4.7 4.7 3.8 3.8 All-Red Time 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 Total Lost Time 6.7 6.7 5.8 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 85 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 3: 520 EB & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 655 0 0 914 152 936 Future Volume (veh/h) 655 0 0 914 152 936 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 1856 0 0 1856 1781 1841 Adj Flow Rate, veh/h 668 0 0 933 155 955 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 0 0 3 8 4 Cap, veh/h 2691 0 0 1873 654 1058 Arrive On Green 0.53 0.00 0.00 0.36 0.39 0.39 Sat Flow, veh/h 5400 0 0 3711 1697 2745 Grp Volume(v), veh/h 668 0 0 933 155 955 Grp Sat Flow(s),veh/h/ln 1689 0 0 1763 1697 1373 Q Serve(g_s), s 10.7 0.0 0.0 31.1 9.3 49.2 Cycle Q Clear(g_c), s 10.7 0.0 0.0 31.1 9.3 49.2 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 2691 0 0 1873 654 1058 V/C Ratio(X) 0.25 0.00 0.00 0.50 0.24 0.90 Avail Cap(c_a), veh/h 2691 0 0 1873 794 1285 HCM Platoon Ratio 1.00 1.00 1.00 0.67 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay s/veh 19.0 0.0 0.0 32.7 31.2 43.4 Incr Delay (d2), s/veh 0.2 0.0 0.0 1.0 0.2 8.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 0.0 0.0 14.2 3.7 17.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 19.2 0.0 0.0 33.6 31.4 51.6 LOS B A A C C D Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 19.2 33.6 48.8 Approach LOS B C D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 86.4 86.4 63.6 Change Period (Y+Rc), s 6.7 6.7 5.8 Max Green Setting (Gmax), s 67.3 67.3 70.2 Max Q Clear Time (g_c+I1), s 12.7 33.1 51.2 Green Ext Time s 5.3 7.7 6.7 Intersection Summary HCM 6th Ctrl Delay 36.3 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 191 932 [PHONE REDACTED] 6 424 55 58 5 54 319 Future Volume (vph) 191 932 [PHONE REDACTED] 6 424 55 58 5 54 319 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 160 0 250 300 70 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 25 25 Link Distance (ft) 1038 717 477 284 Travel Time 17.7 12.2 13.0 7.7 Confl. Peds. 7 12 14 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 Heavy Vehicles 0% 7% 2% 6% 2% 0% 4% 0% 16% 0% 0% 6% Shared Lane Traffic Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 38.0 10.0 15.0 33.0 33.0 10.0 10.0 Total Split 21.0 75.0 21.0 75.0 33.0 44.0 10.0 21.0 Total Split 14.0% 50.0% 14.0% 50.0% 22.0% 29.3% 6.7% 14.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 148 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 135 Control Type: Actuated-Coordinated Splits and Phases: 4: NE 70 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 191 932 [PHONE REDACTED] 6 424 55 58 5 54 319 Future Volume (veh/h) 191 932 [PHONE REDACTED] 6 424 55 58 5 54 319 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 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 1900 1796 1796 1811 1870 1870 1841 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 195 951 [PHONE REDACTED] 6 433 56 59 5 55 326 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 7 7 6 2 2 4 0 0 0 0 0 Cap, veh/h 193 1869 [PHONE REDACTED] 6 492 206 217 11 25 150 Arrive On Green 0.04 0.18 0.18 0.03 0.17 0.17 0.14 0.25 0.25 0.01 0.11 0.11 Sat Flow, veh/h 1810 3508 1311 1725 5261 11 3401 [PHONE REDACTED] 238 1409 Grp Volume(v), veh/h 195 886 [PHONE REDACTED] 984 433 0 115 5 0 381 Grp Sat Flow(s),veh/h/ln 1810 1635 1550 1725 1702 1868 1700 0 1723 1810 0 1646 Q Serve(g_s), s 16.0 36.8 36.9 10.4 76.3 76.3 18.7 0.0 8.1 0.4 0.0 16.0 Cycle Q Clear(g_c), s 16.0 36.8 36.9 10.4 76.3 76.3 18.7 0.0 8.1 0.4 0.0 16.0 Prop In Lane 1.00 0.85 1.00 0.01 1.00 0.51 1.00 0.86 Lane Grp Cap(c), veh/h 193 1742 [PHONE REDACTED] 950 492 0 422 11 0 176 V/C Ratio(X) 1.01 0.51 0.51 0.84 1.03 1.04 0.88 0.00 0.27 0.44 0.00 2.17 Avail Cap(c_a), veh/h 193 1742 [PHONE REDACTED] 950 635 0 448 60 0 176 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 72.4 44.1 44.1 72.0 62.4 62.4 62.9 0.0 45.8 74.3 0.0 67.0 Incr Delay (d2), s/veh 67.5 1.1 2.2 2.2 18.0 20.0 10.2 0.0 0.2 24.6 0.0 544.6 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 11.4 16.4 15.9 4.9 39.3 43.6 8.9 0.0 3.6 0.3 0.0 33.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 139.8 45.1 46.3 74.1 80.4 82.4 73.1 0.0 46.0 98.9 0.0 611.6 LOS F D D E F F E A D F A F Approach Vol, veh/h 1502 2895 548 386 Approach Delay, s/veh 57.7 80.8 67.4 605.0 Approach LOS E F E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.4 84.9 26.7 21.0 21.0 81.3 5.9 41.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 70.0 28.0 16.0 16.0 70.0 5.0 39.0 Max Q Clear Time (g_c+I1), s 12.4 38.9 20.7 18.0 18.0 78.3 2.4 10.1 Green Ext Time s 0.1 5.0 1.0 0.0 0.0 0.0 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 110.9 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 34 11 366 70 17 428 Future Volume (vph) 34 11 366 70 17 428 Ideal Flow 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 100 Storage Lanes 0 0 1 1 Taper Length (ft) 25 25 Link Speed (mph) 25 25 25 Link Distance (ft) 334 279 228 Travel Time 9.1 7.6 6.2 Confl. Peds. 3 3 3 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 10% 0% 2% 2% 6% 4% Shared Lane Traffic Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Intersection Int Delay, s/veh 8.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 34 11 366 70 17 428 Future Vol, veh/h 34 11 366 70 17 428 Conflicting Peds, #/hr 0 3 3 0 3 3 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 10 0 2 2 6 4 Mvmt Flow 37 12 394 75 18 460 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 52 0 912 49 Stage 1 - - - - 46 - Stage 2 - - - - 866 - Critical Hdwy - - 4.12 - 6.46 6.24 Critical Hdwy Stg 1 - - - - 5.46 - Critical Hdwy Stg 2 - - - - 5.46 - Follow-up Hdwy - - 2.218 - 3.554 3.336 Pot Cap-1 Maneuver - - 1554 - 299 1014 Stage 1 - - - - 966 - Stage 2 - - - - 405 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1550 - 219 1009 Mov Cap-2 Maneuver - - - - 219 - Stage 1 - - - - 964 - Stage 2 - - - - 297 - Approach EB WB NB HCM Control Delay, s 0 6.8 11.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 219 1009 - - 1550 - HCM Lane V/C Ratio 0.083 0.456 - - 0.254 - HCM Control Delay 22.9 11.5 - - 8.1 0 HCM Lane LOS C B - - A A HCM 95th %tile Q(veh) 0.3 2.4 - - 1 - ---PAGE BREAK--- Lanes, Volumes, Timings 6: ELSP/180 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 758 360 66 2086 54 852 121 25 88 133 24 Future Volume (vph) 22 758 360 66 2086 54 852 121 25 88 133 24 Ideal Flow 1900 1900 1900 1900 1900 1900 1700 1700 1700 1700 1700 1700 Storage Length (ft) 320 0 125 620 390 0 200 200 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1736 3471 1553 1787 5111 0 2910 1474 0 1447 1519 1363 Flt Permitted 0.950 0.950 0.950 0.973 0.950 0.997 Satd. Flow (perm) 1736 3471 1553 1787 5111 0 2910 1474 0 1447 1519 1363 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR) 3 2 171 Link Speed (mph) 40 45 35 35 Link Distance (ft) 717 2432 760 335 Travel Time 12.2 36.8 14.8 6.5 Confl. Peds. 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 4% 4% 4% 1% 1% 1% 1% 1% 1% 6% 6% 6% Shared Lane Traffic 22% 10% Lane Group Flow (vph) 23 781 371 68 2207 0 685 344 0 82 146 25 Turn Type Prot NA custom Prot NA Split NA Split NA Perm Protected Phases 5 8 2 9 2 4 1 8 6 4 4 3 3 Permitted Phases 3 Total Split 60.0 27.0 27.0 16.0 16.0 16.0 Total Lost Time 7.3 6.0 6.0 6.0 6.0 6.0 Act Effct Green 28.0 72.1 85.1 24.0 71.5 21.0 21.0 10.0 10.0 10.0 Actuated g/C Ratio 0.19 0.48 0.57 0.16 0.48 0.14 0.14 0.07 0.07 0.07 v/c Ratio 0.07 0.47 0.42 0.24 0.91 1.68 1.65 0.85 1.45 0.10 Control Delay 64.3 18.0 15.2 42.6 41.1 355.1 352.4 126.3 293.2 0.8 Queue Delay 0.0 0.0 0.0 0.0 36.5 0.0 0.0 0.0 0.0 0.0 Total Delay 64.3 18.0 15.2 42.6 77.6 355.1 352.4 126.3 293.2 0.8 LOS E B B D E F F F F A Approach Delay 18.0 76.6 354.2 210.2 Approach LOS B E F F Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green, Master Intersection Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.68 Intersection Signal Delay: 129.5 Intersection LOS: F Intersection Capacity Utilization 95.9% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 6: ELSP/180 Ave NE & Redmond Way ---PAGE BREAK--- Lanes, Volumes, Timings 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 0 61 0 0 15 418 976 0 10 385 163 Future Volume (vph) 51 0 61 0 0 15 418 976 0 10 385 163 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 0% 2% 0% 0% Storage Length (ft) 0 130 0 0 120 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1006 120 1689 760 Travel Time 22.9 2.7 32.9 14.8 Confl. Peds. 1 1 3 5 5 3 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 Heavy Vehicles 7% 0% 4% 0% 0% 0% 1% 2% 0% 0% 8% 4% Shared Lane Traffic Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 Minimum Split 22.0 22.0 22.0 22.0 22.0 9.0 22.0 10.0 22.0 Total Split 41.0 41.0 41.0 17.0 17.0 29.0 45.0 15.0 33.0 Total Split 39.8% 39.8% 39.8% 16.5% 16.5% 28.2% 43.7% 14.6% 32.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 103 Actuated Cycle Length: 57.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 7: ELSP & NE 65 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 0 61 0 0 15 418 976 0 10 385 163 Future Volume (veh/h) 51 0 61 0 0 15 418 976 0 10 385 163 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 0.93 0.99 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 1900 1900 1841 1876 1876 1876 1885 1870 1870 1900 1781 1781 Adj Flow Rate, veh/h 52 0 0 0 0 15 427 996 0 10 393 166 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 0 4 0 0 0 1 2 2 0 8 8 Cap, veh/h 251 0 89 0 0 90 709 1478 0 447 623 260 Arrive On Green 0.06 0.00 0.00 0.00 0.00 0.06 0.29 0.42 0.00 0.15 0.27 0.27 Sat Flow, veh/h 1190 0 1560 0 0 1586 1795 3647 0 1810 2322 967 Grp Volume(v), veh/h 52 0 0 0 0 15 427 996 0 10 285 274 Grp Sat Flow(s),veh/h/ln 1190 0 1560 0 0 1586 1795 1777 0 1810 1692 1597 Q Serve(g_s), s 1.4 0.0 0.0 0.0 0.0 0.4 8.1 8.9 0.0 0.0 5.8 6.0 Cycle Q Clear(g_c), s 1.8 0.0 0.0 0.0 0.0 0.4 8.1 8.9 0.0 0.0 5.8 6.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.61 Lane Grp Cap(c), veh/h 251 0 89 0 0 90 709 1478 0 447 454 429 V/C Ratio(X) 0.21 0.00 0.00 0.00 0.00 0.17 0.60 0.67 0.00 0.02 0.63 0.64 Avail Cap(c_a), veh/h 1465 0 1429 0 0 484 1279 3616 0 643 1205 1137 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 0.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay s/veh 18.5 0.0 0.0 0.0 0.0 17.6 11.3 9.3 0.0 14.3 12.6 12.7 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.0 0.0 0.9 0.8 0.5 0.0 0.0 1.4 1.6 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 0.4 0.0 0.0 0.0 0.0 0.1 2.4 2.4 0.0 0.1 1.9 1.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.9 0.0 0.0 0.0 0.0 18.5 12.1 9.9 0.0 14.4 14.1 14.3 LOS B A A A A B B A A B B B Approach Vol, veh/h 52 15 1423 569 Approach Delay, s/veh 18.9 18.5 10.5 14.2 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.7 21.3 7.2 16.5 15.6 7.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 40.0 36.0 24.0 28.0 12.0 Max Q Clear Time (g_c+I1), s 2.0 10.9 3.8 10.1 8.0 2.4 Green Ext Time s 0.0 5.4 0.2 1.5 2.2 0.0 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 169 586 4 0 2147 86 6 0 0 37 0 122 Future Volume (vph) 169 586 4 0 2147 86 6 0 0 37 0 122 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 3% 0% Storage Length (ft) 250 0 0 390 0 0 0 175 Storage Lanes 1 0 0 1 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 25 30 Link Distance (ft) 2432 2038 222 990 Travel Time 36.8 30.9 6.1 22.5 Confl. Peds. 4 2 11 4 4 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles 4% 7% 25% 0% 2% 4% 0% 0% 0% 28% 0% 1% Shared Lane Traffic Turn Type Prot NA NA Perm Perm NA Perm NA Perm Protected Phases 7 4 8 2 6 Permitted Phases 8 2 6 6 Detector Phase 7 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial 5.0 12.0 5.0 5.0 5.0 5.0 12.0 12.0 12.0 Minimum Split 10.0 17.0 28.0 28.0 26.0 26.0 17.0 17.0 17.0 Total Split 35.0 115.0 80.0 80.0 35.0 35.0 35.0 35.0 35.0 Total Split 23.3% 76.7% 53.3% 53.3% 23.3% 23.3% 23.3% 23.3% 23.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 55 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 8: Redmond Way & 185 Ave NE ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 586 4 0 2147 86 6 0 0 37 0 122 Future Volume (veh/h) 169 586 4 0 2147 86 6 0 0 37 0 122 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 0.96 1.00 0.95 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 1788 1743 1743 0 1949 1919 1900 1900 1900 1979 1979 1964 Adj Flow Rate, veh/h 180 623 4 0 2284 91 6 0 0 39 0 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 4 7 7 0 2 4 0 0 0 0 0 1 Cap, veh/h 562 2913 19 0 1851 811 154 0 0 149 0 116 Arrive On Green 0.66 1.00 1.00 0.00 0.50 0.50 0.07 0.00 0.00 0.07 0.00 0.00 Sat Flow, veh/h 1703 3374 22 0 3800 1623 1512 0 0 1447 0 1664 Grp Volume(v), veh/h 180 306 321 0 2284 91 6 0 0 39 0 0 Grp Sat Flow(s),veh/h/ln 1703 1656 1739 0 1851 1623 1512 0 0 1447 0 1664 Q Serve(g_s), s 6.8 0.0 0.0 0.0 75.0 4.5 0.0 0.0 0.0 3.3 0.0 0.0 Cycle Q Clear(g_c), s 6.8 0.0 0.0 0.0 75.0 4.5 0.5 0.0 0.0 3.8 0.0 0.0 Prop In Lane 1.00 0.01 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 562 1430 1502 0 1851 811 154 0 0 149 0 116 V/C Ratio(X) 0.32 0.21 0.21 0.00 1.23 0.11 0.04 0.00 0.00 0.26 0.00 0.00 Avail Cap(c_a), veh/h 562 1430 1502 0 1851 811 334 0 0 335 0 333 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.00 0.12 0.12 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay s/veh 18.2 0.0 0.0 0.0 37.5 19.9 65.1 0.0 0.0 66.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.3 0.3 0.0 105.8 0.0 0.1 0.0 0.0 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 2.4 0.1 0.1 0.0 59.2 1.7 0.2 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.5 0.3 0.3 0.0 143.3 19.9 65.2 0.0 0.0 66.9 0.0 0.0 LOS B A A A F B E A A E A A Approach Vol, veh/h 807 2375 6 39 Approach Delay, s/veh 4.4 138.6 65.2 66.9 Approach LOS A F E E Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 15.5 134.5 15.5 54.5 80.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 110.0 30.0 30.0 75.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 5.8 8.8 77.0 Green Ext Time s 0.0 1.2 0.1 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 104.0 HCM 6th LOS F ---PAGE BREAK--- Lanes, Volumes, Timings 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 13 605 16 29 2225 221 82 104 42 110 34 47 Future Volume (vph) 13 605 16 29 2225 221 82 104 42 110 34 47 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 200 200 110 0 110 0 Storage Lanes 1 1 1 1 1 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 30 35 Link Distance (ft) 2038 889 536 672 Travel Time 30.9 13.5 12.2 13.1 Confl. Peds. 1 1 3 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 17% 8% 7% 4% 2% 11% 0% 2% 0% 25% 3% 7% Parking 0 Shared Lane Traffic Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 25.0 25.0 10.0 26.0 26.0 10.0 32.0 10.0 30.0 Total Split 20.0 85.0 85.0 16.0 81.0 81.0 18.0 31.0 18.0 31.0 Total Split 13.3% 56.7% 56.7% 10.7% 54.0% 54.0% 12.0% 20.7% 12.0% 20.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 75 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 9: 187 Ave NE/188 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 605 16 29 2225 221 82 104 42 110 34 47 Future Volume (veh/h) 13 605 16 29 2225 221 82 104 42 110 34 47 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 0.99 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 1648 1781 1796 1841 1870 1737 1900 1870 1870 1530 1856 1856 Adj Flow Rate, veh/h 14 630 0 30 2318 173 85 108 44 115 35 49 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 17 8 7 4 2 11 0 2 2 25 3 3 Cap, veh/h 317 2317 1042 42 1801 745 106 131 53 153 70 98 Arrive On Green 0.40 1.00 0.00 0.02 0.51 0.51 0.06 0.10 0.10 0.05 0.10 0.10 Sat Flow, veh/h 1570 3385 1522 1753 3554 1471 1810 1260 513 2826 700 980 Grp Volume(v), veh/h 14 630 0 30 2318 173 85 0 152 115 0 84 Grp Sat Flow(s),veh/h/ln 1570 1692 1522 1753 1777 1471 1810 0 1773 1413 0 1679 Q Serve(g_s), s 0.8 0.0 0.0 2.5 76.0 7.5 7.0 0.0 12.6 6.0 0.0 7.1 Cycle Q Clear(g_c), s 0.8 0.0 0.0 2.5 76.0 7.5 7.0 0.0 12.6 6.0 0.0 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.58 Lane Grp Cap(c), veh/h 317 2317 1042 42 1801 745 106 0 185 153 0 168 V/C Ratio(X) 0.04 0.27 0.00 0.72 1.29 0.23 0.80 0.00 0.82 0.75 0.00 0.50 Avail Cap(c_a), veh/h 317 2317 1042 129 1801 745 157 0 307 245 0 291 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.00 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 36.0 0.0 0.0 72.7 37.0 11.8 69.8 0.0 65.8 70.0 0.0 64.0 Incr Delay (d2), s/veh 0.1 0.3 0.0 20.0 133.5 0.7 16.5 0.0 8.8 7.3 0.0 2.3 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 0.1 0.0 1.4 64.4 3.4 3.7 0.0 6.2 2.3 0.0 3.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 36.0 0.3 0.0 92.8 170.5 12.5 86.3 0.0 74.6 77.2 0.0 66.3 LOS D A A F F B F A E E A E Approach Vol, veh/h 644 2521 237 199 Approach Delay, s/veh 1.1 158.8 78.8 72.6 Approach LOS A F E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.1 20.6 8.6 107.7 13.8 20.0 35.3 81.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 26.0 11.0 80.0 13.0 26.0 15.0 76.0 Max Q Clear Time (g_c+I1), s 8.0 14.6 4.5 2.0 9.0 9.1 2.8 78.0 Green Ext Time s 0.2 0.4 0.0 3.0 0.1 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 120.5 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 43 94 44 221 646 78 63 162 51 35 183 113 Future Volume (vph) 43 94 44 221 646 78 63 162 51 35 183 113 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 220 120 0 150 0 150 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1106 328 1701 743 Travel Time 25.1 7.5 33.1 14.5 Confl. Peds. 6 5 5 6 7 7 7 7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles 23% 9% 6% 6% 9% 10% 9% 15% 17% 16% 5% 15% Shared Lane Traffic Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 8 4 6 2 Detector Phase 3 8 8 7 4 1 6 5 2 Switch Phase Minimum Initial 4.0 5.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Minimum Split 9.0 22.0 22.0 9.0 22.0 9.0 22.0 9.0 22.0 Total Split 25.0 43.0 43.0 25.0 37.0 25.0 37.0 25.0 37.0 Total Split 19.2% 33.1% 33.1% 19.2% 28.5% 19.2% 28.5% 19.2% 28.5% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 86 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 10: 180 Ave NE/178 Pl NE & NE 76 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 94 44 221 646 78 63 162 51 35 183 113 Future Volume (veh/h) 43 94 44 221 646 78 63 162 51 35 183 113 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 0.99 0.99 0.99 0.99 0.99 0.98 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 1559 1767 1811 1811 1767 1767 1767 1678 1678 1663 1826 1826 Adj Flow Rate, veh/h 48 106 0 248 726 88 71 182 57 39 206 127 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 23 9 6 6 9 9 9 15 15 16 5 5 Cap, veh/h 145 593 670 655 79 216 302 95 259 242 149 Arrive On Green 0.03 0.34 0.00 0.12 0.42 0.42 0.05 0.25 0.25 0.03 0.23 0.23 Sat Flow, veh/h 1485 1767 1535 1725 1544 187 1682 1220 382 1584 1050 647 Grp Volume(v), veh/h 48 106 0 248 0 814 71 0 239 39 0 333 Grp Sat Flow(s),veh/h/ln 1485 1767 1535 1725 0 1731 1682 0 1602 1584 0 1698 Q Serve(g_s), s 1.6 3.2 0.0 6.5 0.0 32.0 2.4 0.0 10.0 1.4 0.0 14.2 Cycle Q Clear(g_c), s 1.6 3.2 0.0 6.5 0.0 32.0 2.4 0.0 10.0 1.4 0.0 14.2 Prop In Lane 1.00 1.00 1.00 0.11 1.00 0.24 1.00 0.38 Lane Grp Cap(c), veh/h 145 593 670 0 734 216 0 397 259 0 391 V/C Ratio(X) 0.33 0.18 0.37 0.00 1.11 0.33 0.00 0.60 0.15 0.00 0.85 Avail Cap(c_a), veh/h 489 890 917 0 734 583 0 680 632 0 720 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 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 19.8 17.7 0.0 11.9 0.0 21.7 22.0 0.0 25.1 21.7 0.0 27.8 Incr Delay (d2), s/veh 1.3 0.1 0.0 0.3 0.0 67.0 0.9 0.0 1.5 0.3 0.0 5.3 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 0.6 1.3 0.0 2.3 0.0 25.4 0.9 0.0 3.7 0.5 0.0 6.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 21.1 17.9 0.0 12.3 0.0 88.8 22.9 0.0 26.6 22.0 0.0 33.1 LOS C B B A F C A C C A C Approach Vol, veh/h 154 A 1062 310 372 Approach Delay, s/veh 18.9 70.9 25.7 31.9 Approach LOS B E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.5 22.4 7.5 37.0 7.2 23.7 14.2 30.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 32.0 20.0 32.0 20.0 32.0 20.0 38.0 Max Q Clear Time (g_c+I1), s 4.4 16.2 3.6 34.0 3.4 12.0 8.5 5.2 Green Ext Time s 0.2 1.2 0.1 0.0 0.1 0.9 0.7 0.4 Intersection Summary HCM 6th Ctrl Delay 51.7 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- Lanes, Volumes, Timings 11: 176th Ave NE & NE 69th St (Site Access) 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 41 124 321 44 131 246 Future Volume (vph) 41 124 321 44 131 246 Ideal Flow 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 244 230 228 Travel Time 6.7 6.3 6.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 3% 3% 3% 3% 3% 3% Shared Lane Traffic Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 11: 176th Ave NE & NE 69th St (Site Access) 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Intersection Int Delay, s/veh 4.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 41 124 321 44 131 246 Future Vol, veh/h 41 124 321 44 131 246 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, % 3 3 3 3 3 3 Mvmt Flow 45 135 349 48 142 267 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 924 373 0 0 397 0 Stage 1 373 - - - - - Stage 2 551 - - - - - Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 298 671 - - 1156 - Stage 1 694 - - - - - Stage 2 575 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 255 671 - - 1156 - Mov Cap-2 Maneuver 255 - - - - - Stage 1 694 - - - - - Stage 2 492 - - - - - Approach WB NB SB HCM Control Delay, s 17 0 3 HCM LOS C Minor Lane/Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 477 1156 - HCM Lane V/C Ratio - - 0.376 0.123 - HCM Control Delay - - 17 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.7 0.4 - ---PAGE BREAK--- Lanes, Volumes, Timings 12: 176th Ave NE & NE 68th St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 17 50 315 5 18 269 Future Volume (vph) 17 50 315 5 18 269 Ideal Flow 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 360 291 230 Travel Time 9.8 7.9 6.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 3% 3% 3% 3% 3% 3% Shared Lane Traffic Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 12: 176th Ave NE & NE 68th St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - AM Peak Hour Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 17 50 315 5 18 269 Future Vol, veh/h 17 50 315 5 18 269 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, % 3 3 3 3 3 3 Mvmt Flow 18 54 342 5 20 292 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 677 345 0 0 347 0 Stage 1 345 - - - - - Stage 2 332 - - - - - Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 417 696 - - 1206 - Stage 1 715 - - - - - Stage 2 725 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 409 696 - - 1206 - Mov Cap-2 Maneuver 409 - - - - - Stage 1 715 - - - - - Stage 2 711 - - - - - Approach WB NB SB HCM Control Delay, s 11.9 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 591 1206 - HCM Lane V/C Ratio - - 0.123 0.016 - HCM Control Delay - - 11.9 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.4 0 - ---PAGE BREAK--- Transportation Impact Study LMC Marymoor - Redmond Future 2022 With-Project PM Peak Hour ---PAGE BREAK--- Lanes, Volumes, Timings 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 40 946 73 317 732 272 34 279 690 153 173 17 Future Volume (vph) 40 946 73 317 732 272 34 279 690 153 173 17 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 0 275 0 170 0 150 0 Storage Lanes 1 0 2 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 468 498 439 Travel Time 13.3 10.6 11.3 10.0 Confl. Peds. 16 16 8 12 12 8 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic Turn Type Prot NA Prot NA Perm pm+pt NA pm+ov pm+pt NA Protected Phases 5 2 1 6 3 8 1 7 4 Permitted Phases 6 8 8 4 Detector Phase 5 2 1 6 6 3 8 8 1 7 4 4 Switch Phase Minimum Initial 5.0 6.0 6.0 6.0 6.0 5.0 5.0 6.0 5.0 5.0 Minimum Split 10.0 24.0 11.0 24.0 24.0 10.0 25.0 11.0 10.0 25.0 Total Split 32.0 36.0 29.0 33.0 33.0 12.0 25.0 29.0 12.0 25.0 Total Split 31.4% 35.3% 28.4% 32.4% 32.4% 11.8% 24.5% 28.4% 11.8% 24.5% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 102 Offset: 93 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: 170 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 1: 170 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 946 73 317 732 272 34 279 690 153 173 17 Future Volume (veh/h) 40 946 73 317 732 272 34 279 690 153 173 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 0.99 0.98 1.00 0.98 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 1870 1870 1870 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 41 975 75 327 755 117 35 288 668 158 178 18 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 1 1 1 1 1 1 1 1 1 Cap, veh/h 472 1406 108 412 983 426 318 370 496 224 393 40 Arrive On Green 0.53 0.84 0.84 0.12 0.27 0.27 0.03 0.20 0.20 0.14 0.47 0.47 Sat Flow, veh/h 1781 3341 257 3483 3582 1551 1795 1885 1568 1795 1681 170 Grp Volume(v), veh/h 41 519 531 327 755 117 35 288 668 158 0 196 Grp Sat Flow(s),veh/h/ln 1781 1777 1821 1742 1791 1551 1795 1885 1568 1795 0 1851 Q Serve(g_s), s 1.2 11.3 11.3 9.3 19.8 4.7 1.6 14.8 20.0 7.0 0.0 7.3 Cycle Q Clear(g_c), s 1.2 11.3 11.3 9.3 19.8 4.7 1.6 14.8 20.0 7.0 0.0 7.3 Prop In Lane 1.00 0.14 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 472 748 766 412 983 426 318 370 496 224 0 433 V/C Ratio(X) 0.09 0.69 0.69 0.79 0.77 0.27 0.11 0.78 1.35 0.71 0.00 0.45 Avail Cap(c_a), veh/h 472 748 766 820 983 426 386 370 496 224 0 433 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 0.95 0.95 0.95 0.47 0.00 0.47 Uniform Delay s/veh 17.9 5.6 5.6 43.8 34.0 17.2 31.1 38.9 35.0 29.5 0.0 22.7 Incr Delay (d2), s/veh 0.0 5.0 4.9 1.3 5.7 1.6 0.1 8.9 168.0 4.0 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 0.5 3.1 3.2 4.1 9.2 2.4 0.7 7.7 35.1 3.1 0.0 2.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 17.9 10.5 10.4 45.1 39.8 18.8 31.2 47.8 203.0 33.6 0.0 22.9 LOS B B B D D B C D F C A C Approach Vol, veh/h 1091 1199 991 354 Approach Delay, s/veh 10.8 39.2 151.8 27.6 Approach LOS B D F C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.1 47.9 8.1 28.9 32.0 33.0 12.0 25.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 31.0 7.0 20.0 27.0 28.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 11.3 13.3 3.6 9.3 3.2 21.8 9.0 22.0 Green Ext Time s 0.7 4.6 0.0 0.3 0.1 2.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 60.2 HCM 6th LOS E ---PAGE BREAK--- Lanes, Volumes, Timings 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 391 1399 163 0 1072 331 0 0 0 97 298 445 Future Volume (vph) 391 1399 163 0 1072 331 0 0 0 97 298 445 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 110 0 0 0 0 400 350 Storage Lanes 1 1 1 1 0 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 30 30 30 Link Distance (ft) 588 86 347 459 Travel Time 10.0 2.0 7.9 10.4 Confl. Peds. 6 4 1 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 Heavy Vehicles 4% 1% 1% 0% 1% 2% 0% 0% 0% 1% 3% 2% Shared Lane Traffic Turn Type Prot NA Perm NA pm+ov Split NA pm+ov Protected Phases 5 2 6 4 4 4 5 Permitted Phases 2 6 4 Detector Phase 5 2 2 6 6 4 4 5 Switch Phase Minimum Initial 5.0 7.0 7.0 7.0 5.0 5.0 5.0 5.0 Minimum Split 11.0 24.3 24.3 30.3 38.0 38.0 38.0 11.0 Total Split 50.0 130.0 130.0 80.0 50.0 50.0 50.0 50.0 Total Split 27.8% 72.2% 72.2% 44.4% 27.8% 27.8% 27.8% 27.8% Yellow Time 4.0 4.3 4.3 4.3 4.0 4.0 4.0 4.0 All-Red Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 6.0 6.3 6.3 6.3 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Recall Mode None C-Min C-Min C-Min None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 85 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 2: 520 WB/NE 76 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: 520 WB/NE 76 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 391 1399 163 0 1072 331 0 0 0 97 298 445 Future Volume (veh/h) 391 1399 163 0 1072 331 0 0 0 97 298 445 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1841 1885 1885 0 1885 1870 1885 1856 1870 Adj Flow Rate, veh/h 395 1413 165 0 1083 290 98 301 432 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 4 1 1 0 1 2 1 3 2 Cap, veh/h 413 2533 1127 0 1570 1048 403 417 729 Arrive On Green 0.24 0.71 0.71 0.00 0.44 0.44 0.22 0.22 0.22 Sat Flow, veh/h 1753 3582 1594 0 3676 1578 1795 1856 1583 Grp Volume(v), veh/h 395 1413 165 0 1083 290 98 301 432 Grp Sat Flow(s),veh/h/ln 1753 1791 1594 0 1791 1578 1795 1856 1583 Q Serve(g_s), s 40.0 34.4 6.1 0.0 43.8 13.7 8.1 27.0 36.5 Cycle Q Clear(g_c), s 40.0 34.4 6.1 0.0 43.8 13.7 8.1 27.0 36.5 Prop In Lane 1.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 413 2533 1127 0 1570 1048 403 417 729 V/C Ratio(X) 0.96 0.56 0.15 0.00 0.69 0.28 0.24 0.72 0.59 Avail Cap(c_a), veh/h 429 2533 1127 0 1570 1048 439 454 760 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay s/veh 67.9 12.8 8.6 0.0 40.7 12.5 57.2 64.6 36.1 Incr Delay (d2), s/veh 28.1 0.7 0.2 0.0 2.5 0.7 0.3 5.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.0 13.4 2.2 0.0 20.1 9.1 3.8 13.5 33.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 96.1 13.5 8.8 0.0 43.2 13.2 57.5 69.7 37.3 LOS F B A A D B E E D Approach Vol, veh/h 1973 1373 831 Approach Delay, s/veh 29.6 36.9 51.4 Approach LOS C D D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 133.6 46.4 48.4 85.2 Change Period (Y+Rc), s 6.3 6.0 6.0 6.3 Max Green Setting (Gmax), s 123.7 44.0 44.0 73.7 Max Q Clear Time (g_c+I1), s 36.4 38.5 42.0 45.8 Green Ext Time s 19.9 1.9 0.3 12.1 Intersection Summary HCM 6th Ctrl Delay 36.3 HCM 6th LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1429 0 0 1050 369 1540 Future Volume (vph) 1429 0 0 1050 369 1540 Ideal Flow 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 0 0 Storage Lanes 1 0 1 2 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 40 40 55 Link Distance (ft) [PHONE REDACTED] Travel Time 6.6 4.8 13.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 1% 0% 0% 1% 2% 1% Shared Lane Traffic Turn Type NA NA Prot Prot Protected Phases 2 6 8 8 Permitted Phases Detector Phase 2 6 8 8 Switch Phase Minimum Initial 10.0 10.0 5.0 5.0 Minimum Split 25.7 16.7 37.8 37.8 Total Split 35.0 35.0 55.0 55.0 Total Split 38.9% 38.9% 61.1% 61.1% Yellow Time 4.7 4.7 3.8 3.8 All-Red Time 2.0 2.0 2.0 2.0 Lost Time Adjust 0.0 0.0 0.0 0.0 Total Lost Time 6.7 6.7 5.8 5.8 Lead/Lag Lead-Lag Optimize? Recall Mode C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 80 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 3: 520 EB & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: 520 EB & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1429 0 0 1050 369 1540 Future Volume (veh/h) 1429 0 0 1050 369 1540 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 1885 0 0 1885 1870 1885 Adj Flow Rate, veh/h 1489 0 0 1094 384 1604 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 0 0 1 2 1 Cap, veh/h 1618 0 0 1126 974 1537 Arrive On Green 0.31 0.00 0.00 0.10 0.55 0.55 Sat Flow, veh/h 5486 0 0 3770 1781 2812 Grp Volume(v), veh/h 1489 0 0 1094 384 1604 Grp Sat Flow(s),veh/h/ln 1716 0 0 1791 1781 1406 Q Serve(g_s), s 25.1 0.0 0.0 27.4 11.2 49.2 Cycle Q Clear(g_c), s 25.1 0.0 0.0 27.4 11.2 49.2 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 1618 0 0 1126 974 1537 V/C Ratio(X) 0.92 0.00 0.00 0.97 0.39 1.04 Avail Cap(c_a), veh/h 1618 0 0 1126 974 1537 HCM Platoon Ratio 1.00 1.00 1.00 0.33 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay s/veh 29.8 0.0 0.0 39.9 11.8 20.4 Incr Delay (d2), s/veh 10.0 0.0 0.0 20.8 0.3 35.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.1 0.0 0.0 16.2 3.7 19.9 Unsig. Movement Delay, s/veh Delay(d),s/veh 39.8 0.0 0.0 60.7 12.1 55.6 LOS D A A E B F Approach Vol, veh/h 1489 1094 1988 Approach Delay, s/veh 39.8 60.7 47.2 Approach LOS D E D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 35.0 35.0 55.0 Change Period (Y+Rc), s 6.7 6.7 5.8 Max Green Setting (Gmax), s 28.3 28.3 49.2 Max Q Clear Time (g_c+I1), s 27.1 29.4 51.2 Green Ext Time s 1.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 48.0 HCM 6th LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 168 2461 [PHONE REDACTED] 10 453 58 189 5 64 203 Future Volume (vph) 168 2461 [PHONE REDACTED] 10 453 58 189 5 64 203 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 160 0 250 300 70 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 25 25 Link Distance (ft) 1038 717 477 284 Travel Time 17.7 12.2 13.0 7.7 Confl. Peds. 5 5 4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 0% 1% 3% 2% 3% 0% 1% 0% 1% 0% 0% 0% Shared Lane Traffic Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial 5.0 10.0 5.0 10.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 38.0 10.0 15.0 33.0 33.0 10.0 10.0 Total Split 33.0 106.0 21.0 94.0 33.0 43.0 10.0 20.0 Total Split 18.3% 58.9% 11.7% 52.2% 18.3% 23.9% 5.6% 11.1% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 135 Control Type: Actuated-Coordinated Splits and Phases: 4: NE 70 St & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: NE 70 St & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 168 2461 [PHONE REDACTED] 10 453 58 189 5 64 203 Future Volume (veh/h) 168 2461 [PHONE REDACTED] 10 453 58 189 5 64 203 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 0.99 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 1900 1885 1885 1870 1856 1856 1885 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 175 2564 [PHONE REDACTED] 10 472 60 197 5 67 211 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 1 1 2 3 3 1 0 0 0 0 0 Cap, veh/h 193 2679 [PHONE REDACTED] 18 512 87 286 11 34 106 Arrive On Green 0.21 1.00 1.00 0.18 1.00 1.00 0.15 0.22 0.22 0.01 0.08 0.08 Sat Flow, veh/h 1810 4703 517 1781 5194 33 3483 388 1274 1810 403 1269 Grp Volume(v), veh/h 175 1846 1010 144 1031 564 472 0 257 5 0 278 Grp Sat Flow(s),veh/h/ln 1810 1716 1789 1781 1689 1849 1742 0 1663 1810 0 1672 Q Serve(g_s), s 17.0 0.0 0.0 14.3 0.0 0.0 24.1 0.0 25.5 0.5 0.0 15.0 Cycle Q Clear(g_c), s 17.0 0.0 0.0 14.3 0.0 0.0 24.1 0.0 25.5 0.5 0.0 15.0 Prop In Lane 1.00 0.29 1.00 0.02 1.00 0.77 1.00 0.76 Lane Grp Cap(c), veh/h 193 1954 1019 158 1864 1021 512 0 373 11 0 139 V/C Ratio(X) 0.91 0.94 0.99 0.91 0.55 0.55 0.92 0.00 0.69 0.45 0.00 2.00 Avail Cap(c_a), veh/h 281 1954 1019 158 1864 1021 542 0 373 50 0 139 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.68 0.68 0.68 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 69.9 0.0 0.0 73.3 0.0 0.0 75.7 0.0 64.1 89.1 0.0 82.5 Incr Delay (d2), s/veh 19.0 10.9 26.0 34.9 0.8 1.5 20.4 0.0 4.9 25.9 0.0 472.6 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 8.1 3.0 7.4 7.4 0.2 0.4 12.4 0.0 11.5 0.3 0.0 24.8 Unsig. Movement Delay, s/veh Delay(d),s/veh 89.0 10.9 26.0 108.2 0.8 1.5 96.2 0.0 68.9 115.0 0.0 555.1 LOS F B C F A A F A E F A F Approach Vol, veh/h 3031 1739 729 283 Approach Delay, s/veh 20.5 9.9 86.6 547.3 Approach LOS C A F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.0 107.5 31.5 20.0 24.2 104.3 6.1 45.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 101.0 28.0 15.0 28.0 89.0 5.0 38.0 Max Q Clear Time (g_c+I1), s 16.3 2.0 26.1 17.0 19.0 2.0 2.5 27.5 Green Ext Time s 0.0 23.3 0.4 0.0 0.2 6.4 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 51.4 HCM 6th LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 53 5 267 23 8 456 Future Volume (vph) 53 5 267 23 8 456 Ideal Flow 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 100 Storage Lanes 0 0 1 1 Taper Length (ft) 25 25 Link Speed (mph) 25 25 25 Link Distance (ft) 334 279 228 Travel Time 9.1 7.6 6.2 Confl. Peds. 1 1 1 1 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles 0% 0% 3% 0% 0% 1% Shared Lane Traffic Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 5: 176th Ave NE & NE 70th St/NE 70 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Intersection Int Delay, s/veh 9.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 53 5 267 23 8 456 Future Vol, veh/h 53 5 267 23 8 456 Conflicting Peds, #/hr 0 1 1 0 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 0 0 3 0 0 1 Mvmt Flow 62 6 314 27 9 536 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 69 0 722 67 Stage 1 - - - - 66 - Stage 2 - - - - 656 - Critical Hdwy - - 4.13 - 6.4 6.21 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.227 - 3.5 3.309 Pot Cap-1 Maneuver - - 1526 - 397 999 Stage 1 - - - - 962 - Stage 2 - - - - 520 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1525 - 313 997 Mov Cap-2 Maneuver - - - - 313 - Stage 1 - - - - 961 - Stage 2 - - - - 411 - Approach EB WB NB HCM Control Delay, s 0 7.3 12.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 313 997 - - 1525 - HCM Lane V/C Ratio 0.03 0.538 - - 0.206 - HCM Control Delay 16.9 12.7 - - 8 0 HCM Lane LOS C B - - A A HCM 95th %tile Q(veh) 0.1 3.3 - - 0.8 - ---PAGE BREAK--- Lanes, Volumes, Timings 6: ELSP/180 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 20 1692 [PHONE REDACTED] 145 479 200 31 248 281 21 Future Volume (vph) 20 1692 [PHONE REDACTED] 145 479 200 31 248 281 21 Ideal Flow 1900 1900 1900 1900 1900 1900 1700 1700 1700 1700 1700 1700 Storage Length (ft) 320 0 125 620 390 0 200 200 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1770 3539 1583 1752 4950 0 2854 1463 0 1504 1577 1417 Flt Permitted 0.950 0.950 0.950 0.991 0.950 0.996 Satd. Flow (perm) 1770 3539 1583 1752 4950 0 2854 1463 0 1504 1577 1417 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR) 15 3 142 Link Speed (mph) 40 45 35 35 Link Distance (ft) 717 2432 760 335 Travel Time 12.2 36.8 14.8 6.5 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 Heavy Vehicles 2% 2% 2% 3% 3% 3% 3% 3% 3% 2% 2% 2% Shared Lane Traffic 10% 10% Lane Group Flow (vph) 20 1727 [PHONE REDACTED] 0 440 285 0 228 312 21 Turn Type Prot NA custom Prot NA Split NA Split NA Perm Protected Phases 5 8 2 9 2 4 1 8 6 4 4 3 3 Permitted Phases 3 Total Split 82.0 26.0 26.0 25.0 25.0 25.0 Total Lost Time 7.3 6.0 6.0 6.0 6.0 6.0 Act Effct Green 14.0 106.5 109.0 10.0 107.5 20.0 20.0 19.0 19.0 19.0 Actuated g/C Ratio 0.08 0.59 0.61 0.06 0.60 0.11 0.11 0.11 0.11 0.11 v/c Ratio 0.15 0.83 0.94 1.84 0.45 1.39 1.73 1.44 1.88 0.08 Control Delay 71.5 29.5 31.0 444.6 28.6 240.3 386.6 282.4 455.5 0.5 Queue Delay 0.0 1.4 1.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 71.5 30.9 32.9 444.6 28.6 240.3 386.6 282.4 455.5 0.5 LOS E C C F C F F F F A Approach Delay 31.9 77.6 297.8 368.1 Approach LOS C E F F Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 0 Referenced to phase 2:EBT and 6:WBT, Start of 1st Green, Master Intersection Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.88 Intersection Signal Delay: 114.6 Intersection LOS: F Intersection Capacity Utilization 107.9% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 6: ELSP/180 Ave NE & Redmond Way ---PAGE BREAK--- Lanes, Volumes, Timings 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 247 44 441 15 6 22 162 557 12 38 1149 264 Future Volume (vph) 247 44 441 15 6 22 162 557 12 38 1149 264 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 0% 2% 0% 0% Storage Length (ft) 0 130 0 0 120 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1006 120 1689 760 Travel Time 22.9 2.7 32.9 14.8 Confl. Peds. 2 20 20 2 3 9 9 3 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 1% 1% 1% 0% 0% 0% 1% 1% 1% 1% 1% 1% Shared Lane Traffic Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 22.0 22.0 22.0 22.0 22.0 9.0 22.0 9.0 22.0 Total Split 22.0 22.0 22.0 22.0 22.0 9.0 59.0 9.0 59.0 Total Split 24.4% 24.4% 24.4% 24.4% 24.4% 10.0% 65.6% 10.0% 65.6% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 7: ELSP & NE 65 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 7: ELSP & NE 65 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 247 44 441 15 6 22 162 557 12 38 1149 264 Future Volume (veh/h) 247 44 441 15 6 22 162 557 12 38 1149 264 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.97 0.99 0.97 1.00 0.99 1.00 0.99 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 1885 1885 1885 1876 1876 1876 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 260 46 284 16 6 23 171 586 13 40 1209 278 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, % 1 1 1 0 0 0 1 1 1 1 1 1 Cap, veh/h 207 24 292 54 32 34 269 2149 48 553 1736 395 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.04 0.60 0.60 0.06 0.80 0.80 Sat Flow, veh/h [PHONE REDACTED] 0 [PHONE REDACTED] 3582 79 1795 2894 658 Grp Volume(v), veh/h 306 0 284 45 0 0 171 293 306 40 743 744 Grp Sat Flow(s),veh/h/ln 830 0 1547 351 0 0 1795 1791 1870 1795 1791 1761 Q Serve(g_s), s 0.0 0.0 16.4 0.0 0.0 0.0 4.0 7.0 7.0 0.0 16.8 17.5 Cycle Q Clear(g_c), s 17.0 0.0 16.4 17.0 0.0 0.0 4.0 7.0 7.0 0.0 16.8 17.5 Prop In Lane 0.85 1.00 0.36 0.51 1.00 0.04 1.00 0.37 Lane Grp Cap(c), veh/h 231 0 292 121 0 0 269 1075 1122 553 1075 1057 V/C Ratio(X) 1.33 0.00 0.97 0.37 0.00 0.00 0.64 0.27 0.27 0.07 0.69 0.70 Avail Cap(c_a), veh/h 231 0 292 121 0 0 269 1075 1122 553 1075 1057 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.09 0.09 0.09 Uniform Delay s/veh 39.2 0.0 36.3 31.4 0.0 0.0 13.8 8.6 8.6 10.6 5.3 5.4 Incr Delay (d2), s/veh 173.7 0.0 44.8 1.9 0.0 0.0 4.9 0.6 0.6 0.0 0.3 0.4 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 16.2 0.0 9.7 0.9 0.0 0.0 1.8 2.6 2.7 0.4 3.4 3.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 212.9 0.0 81.1 33.3 0.0 0.0 18.7 9.2 9.2 10.6 5.7 5.8 LOS F A F C A A B A A B A A Approach Vol, veh/h 590 45 770 1527 Approach Delay, s/veh 149.5 33.3 11.3 5.9 Approach LOS F C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 59.0 22.0 9.0 59.0 22.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 54.0 17.0 4.0 54.0 17.0 Max Q Clear Time (g_c+I1), s 2.0 9.0 19.0 6.0 19.5 19.0 Green Ext Time s 0.0 2.5 0.0 0.0 8.9 0.0 Intersection Summary HCM 6th Ctrl Delay 36.6 HCM 6th LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 1930 3 0 1124 44 2 1 1 134 1 409 Future Volume (vph) 120 1930 3 0 1124 44 2 1 1 134 1 409 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 3% 0% Storage Length (ft) 250 0 0 390 0 0 0 175 Storage Lanes 1 0 0 1 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 25 30 Link Distance (ft) 2432 2038 222 990 Travel Time 36.8 30.9 6.1 22.5 Confl. Peds. 6 1 27 2 2 27 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 Heavy Vehicles 1% 1% 1% 2% 2% 2% 25% 25% 25% 1% 1% 1% Shared Lane Traffic Turn Type Prot NA NA Perm Perm NA Perm NA Perm Protected Phases 7 4 8 2 6 Permitted Phases 8 2 6 6 Detector Phase 7 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial 5.0 12.0 5.0 5.0 5.0 5.0 12.0 12.0 12.0 Minimum Split 10.0 17.0 28.0 28.0 26.0 26.0 17.0 17.0 17.0 Total Split 26.0 118.0 92.0 92.0 62.0 62.0 62.0 62.0 62.0 Total Split 14.4% 65.6% 51.1% 51.1% 34.4% 34.4% 34.4% 34.4% 34.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max None None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 168 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 8: Redmond Way & 185 Ave NE ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 8: Redmond Way & 185 Ave NE 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 1930 3 0 1124 44 2 1 1 134 1 409 Future Volume (veh/h) 120 1930 3 0 1124 44 2 1 1 134 1 409 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 0.96 1.00 0.96 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 1832 1832 1832 0 1949 1949 1530 1530 1530 1964 1964 1964 Adj Flow Rate, veh/h 122 1969 3 0 1147 45 2 1 1 137 1 293 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, % 1 1 1 0 2 2 25 25 25 1 1 1 Cap, veh/h 410 2660 4 0 1790 797 68 31 23 270 2 317 Arrive On Green 0.31 0.99 0.99 0.00 0.32 0.32 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1745 3566 5 0 3800 1650 190 [PHONE REDACTED] 8 1596 Grp Volume(v), veh/h [PHONE REDACTED] 0 1147 45 4 0 0 138 0 293 Grp Sat Flow(s),veh/h/ln 1745 1741 1831 0 1851 1650 460 0 0 1169 0 1596 Q Serve(g_s), s 9.5 3.0 3.0 0.0 47.6 3.4 0.1 0.0 0.0 0.0 0.0 32.4 Cycle Q Clear(g_c), s 9.5 3.0 3.0 0.0 47.6 3.4 23.3 0.0 0.0 23.2 0.0 32.4 Prop In Lane 1.00 0.00 0.00 1.00 0.50 0.25 0.99 1.00 Lane Grp Cap(c), veh/h 410 1298 1366 0 1790 797 121 0 0 272 0 317 V/C Ratio(X) 0.30 0.74 0.74 0.00 0.64 0.06 0.03 0.00 0.00 0.51 0.00 0.92 Avail Cap(c_a), veh/h 410 1298 1366 0 1790 797 249 0 0 448 0 505 HCM Platoon Ratio 1.33 1.33 1.33 1.00 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.32 0.32 0.32 0.00 0.87 0.87 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay s/veh 50.7 0.2 0.2 0.0 47.5 32.6 59.2 0.0 0.0 67.1 0.0 70.8 Incr Delay (d2), s/veh 0.1 1.3 1.2 0.0 1.5 0.1 0.1 0.0 0.0 0.5 0.0 11.7 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 4.1 0.7 0.8 0.0 23.1 1.4 0.2 0.0 0.0 6.0 0.0 27.4 Unsig. Movement Delay, s/veh Delay(d),s/veh 50.8 1.4 1.4 0.0 49.1 32.7 59.3 0.0 0.0 67.6 0.0 82.5 LOS D A A A D C E A A E A F Approach Vol, veh/h 2094 1192 4 431 Approach Delay, s/veh 4.3 48.5 59.3 77.7 Approach LOS A D E E Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 40.8 139.2 40.8 47.2 92.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 57.0 113.0 57.0 21.0 87.0 Max Q Clear Time (g_c+I1), s 25.3 5.0 34.4 11.5 49.6 Green Ext Time s 0.0 6.2 1.3 0.2 6.6 Intersection Summary HCM 6th Ctrl Delay 27.0 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 38 2003 45 37 931 121 39 79 81 331 64 61 Future Volume (vph) 38 2003 45 37 931 121 39 79 81 331 64 61 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 200 200 110 0 110 0 Storage Lanes 1 1 1 1 1 0 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 45 45 30 35 Link Distance (ft) 2038 889 536 672 Travel Time 30.9 13.5 12.2 13.1 Confl. Peds. 3 1 3 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% 1% 5% 9% 4% 8% 6% 1% 1% 4% 0% 17% Parking 0 Shared Lane Traffic Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split 10.0 25.0 25.0 10.0 26.0 26.0 10.0 32.0 10.0 30.0 Total Split 20.0 100.0 100.0 20.0 100.0 100.0 15.0 32.0 28.0 45.0 Total Split 11.1% 55.6% 55.6% 11.1% 55.6% 55.6% 8.3% 17.8% 15.6% 25.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 180 Offset: 13 Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 9: 187 Ave NE/188 Ave NE & Redmond Way ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 9: 187 Ave NE/188 Ave NE & Redmond Way 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 2003 45 37 931 121 39 79 81 331 64 61 Future Volume (veh/h) 38 2003 45 37 931 121 39 79 81 331 64 61 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 1900 1885 1826 1767 1841 1781 1811 1885 1885 1841 1900 1900 Adj Flow Rate, veh/h 40 2108 4 39 980 0 41 83 85 348 67 64 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 5 9 4 8 6 1 1 4 0 0 Cap, veh/h 247 2274 982 50 1846 797 52 94 96 389 173 165 Arrive On Green 0.18 0.84 0.84 0.03 0.53 0.00 0.03 0.11 0.11 0.11 0.19 0.19 Sat Flow, veh/h 1810 3582 1547 1682 3497 1510 1725 [PHONE REDACTED] 891 851 Grp Volume(v), veh/h 40 2108 4 39 980 0 41 0 168 348 0 131 Grp Sat Flow(s),veh/h/ln 1810 1791 1547 1682 1749 1510 1725 0 1725 1700 0 1742 Q Serve(g_s), s 3.4 75.9 0.1 4.1 33.1 0.0 4.2 0.0 17.3 18.2 0.0 11.8 Cycle Q Clear(g_c), s 3.4 75.9 0.1 4.1 33.1 0.0 4.2 0.0 17.3 18.2 0.0 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.49 Lane Grp Cap(c), veh/h 247 2274 982 50 1846 797 52 0 190 389 0 338 V/C Ratio(X) 0.16 0.93 0.00 0.79 0.53 0.00 0.78 0.00 0.88 0.89 0.00 0.39 Avail Cap(c_a), veh/h 247 2274 [PHONE REDACTED] 797 96 0 259 435 0 387 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 0.97 0.97 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 65.0 11.0 5.1 86.8 27.9 0.0 86.7 0.0 79.0 78.6 0.0 63.2 Incr Delay (d2), s/veh 0.2 5.3 0.0 22.7 1.1 0.0 21.9 0.0 22.8 19.1 0.0 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 1.5 16.5 0.0 2.1 13.9 0.0 2.2 0.0 8.9 9.0 0.0 5.3 Unsig. Movement Delay, s/veh Delay(d),s/veh 65.2 16.3 5.1 109.5 28.9 0.0 108.6 0.0 101.7 97.7 0.0 63.9 LOS E B A F C A F A F F A E Approach Vol, veh/h 2152 1019 209 479 Approach Delay, s/veh 17.2 32.0 103.1 88.5 Approach LOS B C F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.6 24.8 10.3 119.3 10.5 40.0 29.6 100.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 27.0 15.0 95.0 10.0 40.0 15.0 95.0 Max Q Clear Time (g_c+I1), s 20.2 19.3 6.1 77.9 6.2 13.8 5.4 35.1 Green Ext Time s 0.4 0.3 0.0 11.2 0.0 0.5 0.0 5.2 Intersection Summary HCM 6th Ctrl Delay 34.6 HCM 6th LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 161 454 187 105 337 81 79 266 131 102 332 118 Future Volume (vph) 161 454 187 105 337 81 79 266 131 102 332 118 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 220 220 120 0 150 0 150 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 1106 328 1701 743 Travel Time 25.1 7.5 33.1 14.5 Confl. Peds. 2 5 5 2 5 5 5 5 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 Heavy Vehicles 7% 3% 0% 0% 1% 4% 0% 6% 6% 9% 6% 9% Shared Lane Traffic Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 8 4 6 2 Detector Phase 3 8 8 7 4 1 6 5 2 Switch Phase Minimum Initial 4.0 5.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Minimum Split 9.0 22.0 22.0 9.0 22.0 9.0 22.0 9.0 22.0 Total Split 13.0 41.0 41.0 9.0 37.0 10.0 31.0 9.0 30.0 Total Split 14.4% 45.6% 45.6% 10.0% 41.1% 11.1% 34.4% 10.0% 33.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 77.1 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 10: 180 Ave NE/178 Pl NE & NE 76 St ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 10: 180 Ave NE/178 Pl NE & NE 76 St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 161 454 187 105 337 81 79 266 131 102 332 118 Future Volume (veh/h) 161 454 187 105 337 81 79 266 131 102 332 118 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 0.99 1.00 0.99 1.00 0.99 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 1796 1856 1900 1900 1885 1885 1900 1811 1811 1767 1811 1811 Adj Flow Rate, veh/h 163 459 0 106 340 82 80 269 132 103 335 119 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, % 7 3 0 0 1 1 0 6 6 9 6 6 Cap, veh/h 312 569 285 399 96 232 325 160 263 376 134 Arrive On Green 0.09 0.31 0.00 0.06 0.27 0.27 0.05 0.28 0.28 0.06 0.30 0.30 Sat Flow, veh/h 1711 1856 1610 1810 1465 353 1810 1143 561 1682 1273 452 Grp Volume(v), veh/h 163 459 0 106 0 422 80 0 401 103 0 454 Grp Sat Flow(s),veh/h/ln 1711 1856 1610 1810 0 1818 1810 0 1704 1682 0 1725 Q Serve(g_s), s 4.6 15.6 0.0 2.9 0.0 15.1 2.1 0.0 15.1 2.9 0.0 17.2 Cycle Q Clear(g_c), s 4.6 15.6 0.0 2.9 0.0 15.1 2.1 0.0 15.1 2.9 0.0 17.2 Prop In Lane 1.00 1.00 1.00 0.19 1.00 0.33 1.00 0.26 Lane Grp Cap(c), veh/h 312 569 285 0 495 232 0 485 263 0 510 V/C Ratio(X) 0.52 0.81 0.37 0.00 0.85 0.34 0.00 0.83 0.39 0.00 0.89 Avail Cap(c_a), veh/h 353 976 285 0 850 279 0 647 263 0 630 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 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay s/veh 17.3 21.9 0.0 17.7 0.0 23.6 18.2 0.0 22.9 17.6 0.0 23.1 Incr Delay (d2), s/veh 1.4 2.8 0.0 0.8 0.0 4.3 0.9 0.0 6.6 0.9 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 1.8 6.7 0.0 1.2 0.0 6.6 0.9 0.0 6.4 1.1 0.0 8.2 Unsig. Movement Delay, s/veh Delay(d),s/veh 18.6 24.6 0.0 18.5 0.0 27.9 19.0 0.0 29.6 18.6 0.0 35.8 LOS B C B A C B A C B A D Approach Vol, veh/h 622 A 528 481 557 Approach Delay, s/veh 23.1 26.0 27.8 32.6 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 25.2 11.4 23.6 9.0 24.5 9.0 26.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 25.0 8.0 32.0 4.0 26.0 4.0 36.0 Max Q Clear Time (g_c+I1), s 4.1 19.2 6.6 17.1 4.9 17.1 4.9 17.6 Green Ext Time s 0.0 1.0 0.1 1.6 0.0 1.2 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 27.3 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- Lanes, Volumes, Timings 11: 176th Ave NE & NE 69th St (Site Access) 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 42 130 32 43 127 52 Future Volume (vph) 42 130 32 43 127 52 Ideal Flow 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 250 230 228 Travel Time 6.8 6.3 6.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 3% 3% 3% 3% 3% 3% Shared Lane Traffic Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 11: 176th Ave NE & NE 69th St (Site Access) 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Intersection Int Delay, s/veh 6.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 42 130 32 43 127 52 Future Vol, veh/h 42 130 32 43 127 52 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, % 3 3 3 3 3 3 Mvmt Flow 46 141 35 47 138 57 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 392 59 0 0 82 0 Stage 1 59 - - - - - Stage 2 333 - - - - - Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 610 1004 - - 1509 - Stage 1 961 - - - - - Stage 2 724 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 553 1004 - - 1509 - Mov Cap-2 Maneuver 553 - - - - - Stage 1 961 - - - - - Stage 2 656 - - - - - Approach WB NB SB HCM Control Delay, s 10.5 0 5.4 HCM LOS B Minor Lane/Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 837 1509 - HCM Lane V/C Ratio - - 0.223 0.091 - HCM Control Delay - - 10.5 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.9 0.3 - ---PAGE BREAK--- Lanes, Volumes, Timings 12: 176th Ave NE & NE 68th St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 11 32 388 17 52 204 Future Volume (vph) 11 32 388 17 52 204 Ideal Flow 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 360 241 230 Travel Time 9.8 6.6 6.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 3% 3% 3% 3% 3% 3% Shared Lane Traffic Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized ---PAGE BREAK--- HCM 6th TWSC 12: 176th Ave NE & NE 68th St 01/16/2019 LMC Marymoor 10 Report 2022 With Project - PM Peak Hour Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 32 388 17 52 204 Future Vol, veh/h 11 32 388 17 52 204 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, % 3 3 3 3 3 3 Mvmt Flow 12 35 422 18 57 222 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 767 431 0 0 440 0 Stage 1 431 - - - - - Stage 2 336 - - - - - Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 369 622 - - 1115 - Stage 1 653 - - - - - Stage 2 722 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 348 622 - - 1115 - Mov Cap-2 Maneuver 348 - - - - - Stage 1 653 - - - - - Stage 2 680 - - - - - Approach WB NB SB HCM Control Delay, s 12.6 0 1.7 HCM LOS B Minor Lane/Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 518 1115 - HCM Lane V/C Ratio - - 0.09 0.051 - HCM Control Delay - - 12.6 8.4 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.3 0.2 - ---PAGE BREAK--- Transportation Impact Study LMC Marymoor - Redmond Appendix B Trip Generation Calculations ---PAGE BREAK--- Land Use Size Units 1 ITE LUC 2 Trip Rate Enter Exit Enter Exit Total DAILY Proposed Uses: Multifamily Housing (Mid-Rise) 450 DU 221 Equation 50% 50% 1,225 1,226 2,451 Internal/TOD Reduction3 20% -245 -245 -490 980 981 1,961 Retail 17,000 GLA 820 Equation 50% 50% 901 901 1,802 Internal/TOD Reduction3 20% -180 -180 -360 721 721 1,442 Daycare 248 Students 565 4.09 50% 50% 507 507 1,014 Internal/TOD Reduction4 25% -127 -127 -254 380 380 760 Existing Uses: Industrial 13,190 GFA 110 Equation 50% 50% -54 -54 -108 2,633 2,634 5,267 Internal/TOD Reduction = -552 -552 -1,104 NET TRIP GENERATION (NOT INCLUDING EXISTING USE CREDIT) 2,081 2,082 4,163 EXISTING USES - NET TRIP GENERATION -54 -54 -108 TOTAL NET NEW TRIP GENERATION (PROPOSED LESS EXISTING) 2,027 2,028 4,055 4 Pass-by/TOD reduction for daycare based on 25% TOD reduction for "internal" trips between proposed daycare and Sound Transit SE Redmond light rail station. 3 Internal/TOD reduction for residential and retail uses estimated based on EPA MXD+ mixed-use calculation for LMC Marymoor site and accounts for internal trips, walking trips, and transit trips. MXD+ calculation resulted in estimated 28% reduction in daily external vehicle trips. As a conservative assumption, a 20% reduction was applied. 2 Land Use Code from ITE 10th Edition Trip Generation Manual, updated 2017. LMC Marymoor Trip Generation Estimate (DAILY) Directional Split Vehicle Trip Generation GROSS DAILY TRIP GENERATION = 1 DU = Dwelling Units, GFA = Gross Floor Area, GLA = Gross Leasable Area. 1/16/2019 LMC Marymoor - Trip Generation 1-14-19 ---PAGE BREAK--- Land Use Size Units 1 ITE LUC 2 Trip Rate Enter Exit Enter Exit Total AM PEAK HOUR Proposed Uses: Multifamily Housing (Mid-Rise) 450 DU 221 Equation 26% 74% 39 110 149 Internal/TOD Reduction3 20% -8 -22 -30 31 88 119 Retail 17,000 GLA 820 Equation 62% 38% 99 61 160 Internal/TOD Reduction3 20% -20 -12 -32 79 49 128 Daycare 248 Students 565 0.78 53% 47% 97 96 193 Internal/TOD Reduction4 25% -24 -24 -48 73 72 145 Existing Uses: Industrial 13,190 GFA 110 Equation 88% 12% -9 -1 -10 235 267 502 Internal/TOD Reduction = -52 -58 -110 NET TRIP GENERATION (NOT INCLUDING EXISTING USE CREDIT) 183 209 392 EXISTING USES - NET TRIP GENERATION -9 -1 -10 TOTAL NET NEW TRIP GENERATION (PROPOSED LESS EXISTING) 174 208 382 4 Pass-by/TOD reduction for daycare based on 25% TOD reduction for "internal" trips between proposed daycare and Sound Transit SE Redmond light rail station. 3 Internal/TOD reduction for residential and retail uses estimated based on EPA MXD+ mixed-use calculation for LMC Marymoor site and accounts for internal trips, walking trips, and transit trips. MXD+ calculation resulted in estimated 24% reduction in AM Peak Hour external vehicle trips. As a conservative assumption, a 20% reduction was applied. 2 Land Use Code from ITE 10th Edition Trip Generation Manual, updated 2017. LMC Marymoor Trip Generation Estimate (AM PEAK HOUR) Directional Split Vehicle Trip Generation GROSS AM PEAK HOUR TRIP GENERATION = 1 DU = Dwelling Units, GFA = Gross Floor Area, GLA = Gross Leasable Area. 1/16/2019 LMC Marymoor - Trip Generation 1-14-19 ---PAGE BREAK--- Land Use Size Units 1 ITE LUC 2 Trip Rate Enter Exit Enter Exit Total PM PEAK HOUR Proposed Uses: Multifamily Housing (Mid-Rise) 450 DU 221 Equation 61% 39% 115 73 188 Internal/TOD Reduction3 20% -23 -15 -38 92 58 150 Retail 17,000 GLA 820 Equation 48% 52% 70 76 146 Internal/TOD Reduction3 20% -14 -15 -29 56 61 117 Daycare 248 Students 565 0.79 47% 53% 92 104 196 Internal/TOD Reduction4 25% -23 -26 -49 69 78 147 Existing Uses: Industrial 13,190 GFA 110 Equation 13% 87% -1 -8 -9 277 253 530 Internal/TOD Reduction = -60 -56 -116 NET TRIP GENERATION (NOT INCLUDING EXISTING USE CREDIT) 217 197 414 EXISTING USES - NET TRIP GENERATION -1 -8 -9 TOTAL NET NEW TRIP GENERATION (PROPOSED LESS EXISTING) 216 189 405 4 Pass-by/TOD reduction for daycare based on 25% TOD reduction for "internal" trips between proposed daycare and Sound Transit SE Redmond light rail station. 3 Internal/TOD reduction for residential and retail uses estimated based on EPA MXD+ mixed-use calculation for LMC Marymoor site and accounts for internal trips, walking trips, and transit trips. MXD+ calculation resulted in estimated 25% reduction in PM Peak Hour external vehicle trips. As a conservative assumption, a 20% reduction was applied. 2 Land Use Code from ITE 10th Edition Trip Generation Manual, updated 2017. LMC Marymoor Trip Generation Estimate (PM PEAK HOUR) Directional Split Vehicle Trip Generation GROSS PM PEAK HOUR TRIP GENERATION = 1 DU = Dwelling Units, GFA = Gross Floor Area, GLA = Gross Leasable Area. 1/16/2019 LMC Marymoor - Trip Generation 1-14-19