Document Millcreek_doc_0f41153b83

Highland Drive Corridor Study Prepared for: City of Millcreek November 2019 UT19-2146 ---PAGE BREAK--- Executive Summary The Highland Drive corridor between Richmond Street and 3300 South is a four-lane road that is currently designed as an auto-oriented corridor serving both regional travel demand and local circulation and access needs. As the City pursues the goals and vision for redevelopment laid out in the Millcreek City Center Master Plan, Highland Drive will need to accommodate a wider variety of users and purposes than it has in the past while providing access to more intensive land uses. This study examined the impacts of implementing two potential concepts for reconfiguring Highland Drive to better meet the goals and intent of the City Center Master Plan under existing conditions and a market-based redevelopment scenario. Based on this analysis (detailed in Chapter reconfiguring Highland Drive from its current four-lane cross-section to a three-lane cross-section (one lane in each direction with center turn lane) with existing intersection controls was determined to be a feasible option from the standpoint of traffic operations under likely future (2030) conditions. This alternative was then evaluated against a ‘greatest impact’ redevelopment scenario (detailed in Chapter reflecting the maximum quantity of new development that would be expected under contemplated land use regulations. When trips generated by this greatest impact scenario were added to the road network in the Millcreek City Center area, traffic analysis indicated that: • Under the greatest impact scenario conditions, several intersections will be near-failing or failing, most notably Highland Drive and 3300 South. • The Highland Drive reconfiguration adds substantial delay for northbound and southbound traffic on Highland. Northbound trips are delayed due to northbound throughs merging at 3300 South, and queues spilling back to 3350 South, while southbound trips experience delays due to the lane drop north of Elgin Avenue, as well as queues spilling back from Miller Avenue to Gunn Avenue. • The travel time on Highland Drive approximately doubles from existing conditions in the future greatest impact scenario conditions with the Highland Drive reconfiguration, mostly due to the bottlenecks at the intersections where Highland Drive cross-section drops from two lanes to one lane in each direction. ---PAGE BREAK--- • Potential mitigations to the Highland reconfiguration help improve delay at the side- streets on Highland Drive, but adds strain to the traffic on 3300 South, especially at the intersection of Highland Drive / 3300 South. These mitigations do not resolve the fundamental bottleneck at Highland Drive / 3300 South. • Highland Drive is a Millcreek facility; the City may therefore choose its own relative prioritization of economic development, placemaking objectives, and vehicle mobility. However, UDOT may have concerns about operational impacts to east/west traffic on 3300 South under the Highland Drive reconfiguration. • This greatest impact scenario posits a large quantity of redevelopment in the study area, and with reduced capacity on Highland Drive, the impacts on traffic operations caused by the trips generated under the greatest impact scenario are difficult to address without mitigations that enhance capacity and/or connectivity in the City Center’s road network. Lastly, the study provides an assessment of potential complete streets improvements if Millcreek were to implement a lane reconfiguration on Highland Drive (detailed in Chapter This reconfiguration would provide opportunities to enhance bicycle, pedestrian, and transit facilities, improve safety for all users, and enhance the aesthetic quality and sense of place on Highland Drive to make it a distinctive and welcoming gateway into Millcreek’s City Center. ---PAGE BREAK--- Maximum Buildout Evaluation - Existing Peak Hour Level of Service Summary Intersection Existing Existing + Greatest Impact Existing + Greatest Impact – Highland Reconfiguration Existing + Greatest Impact – Highland Reconfiguration with Mitigations ID Location Control Period LOS & Sec/Veh LOS & Sec/Veh LOS & Sec/Veh LOS & Sec/Veh 1 1300 East / 3300 South Signal AM 22 / C 30 / C 30 / C 29 / C PM 24 / C 46 / D 48 / D 49 / D 2 1300 East / Brickyard Road Signal AM 4 / A 4 / A 4 / A 4 / A PM 11 / B 11 / B 11 / B 11 / B 3 Richmond Street / Miller Avenue Side-Street Stop AM 8 / A 13 / B 14 / B 14 / B PM 9 / A 14 / B 14 / B 17 / C 4 Richmond Street / Gunn Avenue Side-Street Stop AM 7 / A 16 / C 15 / C 22 / C PM 8 / A 16 / C 17 / C 21 / C 5 Richmond Street / Elgin Avenue Side-Street Stop AM 9 / A 12 / B 11 / B 14 / B PM 17 / C 23 / C 20 / C 26 / D 6 Highland Drive / Richmond Street Signal AM 22 / C 26 / C 25 / C 25 / C PM 32 / C 62 / E 67 / E 64 / E 7 Highland Drive / Elgin Avenue Side-Street Stop AM 14 / B 15 / C 22 / C 12 / B PM 19 / C 22 / C 66 / F 96 / F 8 Highland Drive / Gunn Avenue Side-Street Stop AM 8 / A 16 / C 28 / D 13 / B PM 13 / B 17 / C 73 / F 43 / E 9 Highland Drive / Miller Avenue Signal AM 4 / A 9 / A 9 / A 10 / A PM 5 / A 11 / B 22 / C 23 / C 10 Highland Drive / Woodland Avenue Side-Street Stop AM 9 / A 8 / A 13 / B 14 / B PM 13 / B 15 / C 60 / F 23 / C 11 Highland Drive / 3300 South Signal AM 24 / C 29 / C 38 / D 36 / D PM 26 / C 47 / D 64 / E 64 / E 12 Highland Drive / 3350 South Side-Street Stop AM 11 / B 17 / C 77 / F 32 / D PM 12 / B 63 / F 212 / F 81 / F 13 Highland Drive / Luck Lane Signal AM 2 / A 2 / A 2 / A 2 / A PM 5 / A 7 / A 5 / A 26 / C ---PAGE BREAK--- Maximum Buildout Evaluation - Future Peak Hour Level of Service Summary Intersection Future Future + Greatest Impact Future + Greatest Impact – Highland Reconfiguration Future + Greatest Impact – Highland Reconfiguration with Mitigations ID Location Control Period LOS & Sec/Veh1 LOS & Sec/Veh1 LOS & Sec/Veh1 LOS & Sec/Veh1 1 1300 East / 3300 South Signal2 AM 23 / C 33 / C 31 / C 33 / C PM 25 / C 56 / E 61 / E 64 / E 2 1300 East / Brickyard Road Signal AM 4 / A 4 / A 4 / A 4 / A PM 11 / B 11 / B 11 / B 13 / B 3 Richmond Street / Miller Avenue Side-Street Stop AM 7 / A 14 / B 14 / B 14 / B PM 9 / A 15 / B 14 / B 16 / C 4 Richmond Street / Gunn Avenue Side-Street Stop AM 7 / A 15 / C 15 / C 25 / C PM 10 / B 19 / C 18 / C 20 / C 5 Richmond Street / Elgin Avenue Side-Street Stop AM 9 / A 11 / B 11 / B 13 / B PM 21 / C 26 / D 22 / C 19 / C 6 Highland Drive / Richmond Street Signal2 AM 23 / C 27 / C 27 / C 26 / C PM 36 / D 58 / E 60 / E 77 / E 7 Highland Drive / Elgin Avenue Side-Street Stop AM 15 / C 15 / C 25 / D 13 / B PM 19 / C 21 / D 120 / F 179 / F 8 Highland Drive / Gunn Avenue Side-Street Stop AM 8 / A 15 / C 32 / D 12 / B PM 11 / B 19 / C 112 / F 52 / F 9 Highland Drive / Miller Avenue Signal AM 4 / A 9 / A 10 / A 10 / B PM 5 / A 12 / B 23 / C 26 / C 10 Highland Drive / Woodland Avenue Side-Street Stop AM 10 / A 13 / B 18 / C 14 / B PM 13 / B 16 / C 65 / F 27 / D 11 Highland Drive / 3300 South Signal AM 25 / C 30 / C 44 / D 39 / D PM 27 / C 58 / E 95 / F 82 / F 12 Highland Drive / 3350 South Side-Street Stop AM 10 / B 16 / C 112 / F 53 / F PM 16 / C 109 / F 250 / F 139 / F 13 Highland Drive / Luck Lane Signal AM 2 / A 2 / A 4 / A 3 / A PM 5 / A 12 / B 42 / D 42 / D ---PAGE BREAK--- Table of Contents Introduction 1 Study Context 1 Data Collection 2 Study Area 2 Traffic Counts 2 Travel 4 Projected Growth 4 Background Traffic Growth 4 Millcreek City Center Planned Development 5 Trip Generation 6 Trip Distribution and Assignment 7 Alternatives Evaluation & Traffic Analysis 8 Purpose 8 Analysis Methodology 9 Existing Background Conditions Future Background Conditions Existing Plus Redevelopment Conditions Future Plus Redevelopment Alternative 1 (Lane Reduction with Signalized Intersections) Conditions Alternative 2 (Lane Reduction with Roundabouts/Intersection Improvements) Conditions Conclusions and Recommendations Maximum Buildout Evaluation 31 Purpose Data Collection and Methodology Traffic Counts Millcreek City Center Maximum Development Scenario Trip Generation Trip Distribution, Assignment, and Diversion Analysis Methodology Existing Background Conditions Future Background Conditions Existing Plus Greatest Impact Scenario Conditions ---PAGE BREAK--- Future Plus Greatest Impact Scenario Conditions Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) Conclusions and Recommendations Complete Streets Evaluation 70 Complete Streets Evaluation Recommended Improvements Recommendations and Implementation 77 Appendices Appendix A: Highland Drive Concept Illustrations Appendix B: Traffic Analysis Results Appendix C: Maximum Buildout Traffic Analysis Results List of Figures Figure 1: Study Area Overview 3 Figure 2: Existing Conditions 12 Figure 3: Future Plus Redevelopment Conditions 18 Figure 4: Alternative 1 (Lane Reduction with Existing Intersections) Conditions 21 Figure 5: Alternative 2 (Lane Reduction with Roundabouts) Conditions 25 Figure 6: Study Area Extent (with Luck Lane and Highland Drive Intersection) 33 Figure 7: Greatest Impact Scenario Map 34 Figure 8: Existing Background Conditions 39 Figure 9: Future Background Conditions 42 Figure 10: Existing Plus Greatest Impact Scenario Conditions 45 Figure 11: Future Plus Greatest Impact Scenario Conditions 49 Figure 12: Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration Conditions 53 Figure 13: Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration Conditions 57 Figure 14: Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration Conditions (Mitigated) 61 ---PAGE BREAK--- Figure 15: Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration Conditions (Mitigated) 65 Figure 16: Highland Drive Proposed Cross-Section Illustration 73 Figure 17: Through Bike Lane with Right Turn Lane (Top) and Bike Box with Shared Through/Right (Bottom) at Highland Drive/3300 South Intersection 76 List of Tables Table 1: Observed Travel Times 4 Table 2: Anticipated New and Displaced Development 6 Table 3: Level of Service Descriptions 9 Table 4 Existing Background Conditions AM & PM Peak Hour Level of Service 11 Table 5 Future Background Conditions AM & PM Peak Hour Level of Service 14 Table 6 Existing Plus Project Conditions AM & PM Peak Hour Level of Service 16 Table 7 Future Plus Redevelopment Conditions AM & PM Peak Hour Level of Service 19 Table 8 Existing Plus Redevelopment Alternative 1 Conditions AM & PM Peak Hour Level of Service 22 Table 9 Future Plus Redevelopment Alternative 1 Conditions AM & PM Peak Hour Level of Service 23 Table 10 Existing Plus Redevelopment Alternative 2 Conditions AM & PM Peak Hour Level of Service 26 Table 11 Future Plus Redevelopment Alternative 2 Conditions AM & PM Peak Hour Level of Service 27 Table 12 Existing Peak Hour LOS Summary 28 Table 13 Future Peak Hour LOS Summary 29 Table 14 Existing and Future PM Travel Time Summary 30 Table 15 Greatest Impact Scenario Summary 35 Table 16 Existing Background Conditions AM & PM Peak Hour Level of Service 37 Table 17 Future Background Conditions AM & PM Peak Hour Level of Service 41 Table 18 Existing Plus Greatest Impact Scenario Conditions AM & PM Peak Hour Level of Service 44 Table 19 Future Plus Greatest Impact Scenario Conditions AM & PM Peak Hour Level of Service 48 Table 20 Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration Conditions AM & PM Peak Hour Level of Service 51 Table 21 Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration Conditions AM & PM Peak Hour Level of Service 55 Table 22 Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) Conditions AM & PM Peak Hour Level of Service 59 ---PAGE BREAK--- Table 23 Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) Conditions AM & PM Peak Hour Level of Service 63 Table 24 Existing Peak Hour Level of Service Summary 67 Table 25 Future Peak Hour Level of Service Summary 68 Table 26 Highland Drive Travel Time Summary 69 ---PAGE BREAK--- ---PAGE BREAK--- 1 Introduction Study Context The City of Millcreek directed Fehr & Peers to conduct a study of roadway alternatives for Highland Drive in the vicinity of the planned Millcreek City Center area. The Highland Drive corridor between Richmond Street and 3300 South is a four-lane road that is currently designed as an auto-oriented corridor serving both regional travel demand and local circulation and access needs. As the City pursues the goals and vision for redevelopment laid out in the Millcreek City Center Master Plan, Highland Drive will need to accommodate a wider variety of users and purposes than it has in the past while providing access to more intensive land uses. Therefore, this study: • Examines existing and projected future traffic conditions on Highland Drive; • Evaluates the feasibility of different street configurations and intersection treatments across the study area based on anticipated development by 2030; • Evaluates the performance of selected street configurations under a ‘greatest impact’ development scenario; • Recommends complete street features that accommodate the needs of pedestrians, cyclists, drivers, and transit users, as well as redefining the corridor as a human-scaled urban space. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 2 Data Collection Study Area The study area for our analysis is defined as Highland Drive between Richmond Street and 3350 South, and Richmond Street between Highland Drive and 3300 South. Richmond Street was included in this assessment in order to understand impacts on the Millcreek City Center’s principal roadways as a connected system, and in particular to ensure that effects of traffic diversion from Highland Drive to Richmond Street could be modeled if warranted. The study area and study intersections are shown on Figure 1 on the following page. Traffic Counts Traffic counts were collected at each of the following study intersections on February 21st, 2019 during AM (7:00-9:00AM) and PM (4:00-6:00PM) peak hours. 1) 1300 East / 3300 South 2) 1300 East / Brickyard Road 3) Richmond Street / Miller Avenue 4) Richmond Street / Gunn Avenue 5) Richmond Street / Elgin Avenue 6) Highland Drive / Richmond Street 7) Highland Drive / Elgin Avenue 8) Highland Drive / Gunn Avenue 9) Highland Drive / Miller Avenue 10) Highland Drive / Woodland Avenue 11) Highland Drive / 3300 South 12) Highland Drive / 3350 South Due to signal construction work, counts at intersection 1 (1300 East / 3300 South) did not reflect typical conditions. Accordingly, counts from the September 2018 Millcreek Town Center Traffic Impact Study were substituted at this location after confirming that they were consistent with the new turning movement counts. ---PAGE BREAK--- 2 3 1 4 5 7 8 6 9 10 11 12 1 Study Intersection Study Area Overview Figure 1 ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 4 Travel Times Travel time data was collected on February 21st, 2019 and March 28th, 2019 in order to understand existing travel times through both the Highland Drive and Richmond Street corridors during PM peak conditions and calibrate model results. Average travel times are depicted on Table 1 below. Note that due to a small sample size of travel time runs, observed northbound travel times on Highland Drive did not include delays at the 3300 South / Highland Drive signal, which artificially reduced travel times. Table 1: Observed Travel Times Projected Growth Projected growth in traffic volumes in the study area is derived from two sources: background growth in regional travel, and trips associated with redevelopment occurring within the study area. Both sources of growth are estimated and accounted for in future year traffic analyses presented in the following chapter. All projections are based on a 2030 horizon year. Background Traffic Growth In order to estimate potential growth in background trips through the study area, we examined current and projected future trip volumes from the Wasatch Front Regional Council’s (WFRC) travel demand model (version 8.3b, 2050 horizon year), as well as historical trends reported in the Utah Department of Transportation’s (UDOT) average annual daily traffic (AADT) statistics. Both of these data sources point towards minimal levels of background growth in traffic through the study area. The WFRC model results showed growth rates of approximately 0.3% per year for volumes on Highland Drive, or an approximate growth rate of 3.3% between 2019 and 2030. The WFRC model projected growth rates on Richmond Street are approximately 0.3%, suggesting that the low levels of growth on Highland Drive are consistent across the study area. Highland Drive Average Time Northbound 1:48 Southbound 1:43 Richmond Street Average Time Northbound 1:25 Southbound 1:31 Existing PM Travel Times ---PAGE BREAK--- Highland Drive Corridor Study 5 Historic trends in AADT within the study area also point to modest levels of growth. Comparing 2006 and 2016 AADT shows an increase in trips from 18,000 to 19,000 over this ten-year period (equivalent to a linear annual growth rate of 0.55%), while trips on Richmond Street during the same time period were stable at 18,000. Based on these data points, a growth rate of 5% was applied to observed 2018 vehicle volumes throughout the study area to reflect 2030 background conditions. Millcreek City Center Planned Development The adopted Millcreek City Center Master Plan was adopted in June 2019, and lays out a plan for the redevelopment of an area centered on the ‘wedge’ between 3300 South, Richmond Street, and Highland Drive. The goal of this Plan is to create an “identifiable, vibrant City Center” in this area that—in addition to providing safer transportation connections, high-quality urban design, and public spaces for the community—would encourage mixed-use infill development at a higher density than existing land uses in this area. This study assumes that a substantial portion of the development associated with this plan, as well as other nearby planned developments, will be completed by 2030. Anticipated development was split into three geographic areas in the following quantities: • Between Highland Drive and Richmond Street (east/west) and Elgin Avenue and Miller Avenue (north/south): approximately 580 units of multifamily housing and 28,000 feet of commercial/retail space; • Between Highland Drive and Richmond Street (east/west) and Miller Avenue and 3300 South (north/south): approximately 445 units of multifamily housing and 14,000 feet of commercial/retail and office space; • Southwest of the Highland Drive / 3300 South intersection: approximately 150 units of multifamily housing and 86,950 square feet of lodging and commercial/retail space. The total quantity of anticipated new development (in square feet for non-residential development, and dwelling units for residential development), as well as estimated quantities of existing land uses that would be displaced by redevelopment, is summarized in Table 2. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 6 Table 2: Anticipated New and Displaced Development Area New Development Existing Displaced Sq. ft. (Non- Residential) Dwelling Units Sq. ft. Elgin – Miller 28,000 SF 580 0 SF Miller – 3300 S 140,000 SF 445 99,417 SF South of 3300 S 86,950 SF 150 54,500 SF Source: Fehr & Peers, Zion’s Bank Public Finance Trip Generation Trip generation for the anticipated redevelopment was computed using trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition, 2017, and Fehr & Peers’ mixed-use development (MXD) methodology via MainStreet, web application that captures the traffic reduction benefits of mixed-use developments by looking at interactions among the mixture of land uses, built environment factors, and patron usage of alternative modes (i.e. transit, bicycling, and/or walking). The MXD trip generation methodology accurately captures the trip-reducing benefits of mixed- use development projects and is used throughout the United States to help developers, agencies, and the public to quantify these trip reductions. The MXD trip generation model is promoted by the United States Environmental Protection Agency (EPA) and has been adopted by the San Diego Association of Governments (SANDAG), American Society of Civil Engineers (ASCE), American Planning Association (APA), and many others as a recommended resource for trip generation of smart-growth developments. The MXD model uses ITE trip generation rates and applies additional variables to those trip generation rates. Some of the additional variables include: • Employment • (Population + Employment) per square mile • Land area • Total jobs / population diversity • Retail jobs / population diversity • Number of intersections per square mile • Employment within a mile ---PAGE BREAK--- Highland Drive Corridor Study 7 • Employment within a 30-minute trip by transit • Average household size • Vehicles owned per capita Trip Distribution and Assignment Redevelopment-generated traffic was assigned to the roadway network based on the proximity of the developments to the roadway network, high population densities, and regional trip attractions. The redevelopment-generated trips were distributed to and from these directions, in the corresponding percentages: • 10% North (using Highland Drive) • 25% North (using Richmond Street) • 6% West (using Elgin Avenue and Brickyard Road) • 15% West (using 3300 South) • 4% East (using Elgin Avenue and Miller Avenue) • 15% East (using 3300 South) • 10% South (using 1300 East) • 15% South (using Highland Drive) ---PAGE BREAK--- 2 Alternatives Evaluation & Traffic Analysis Purpose The purpose of the traffic analysis is to provide a summary of the potential transportation- related impacts from the proposed redevelopment in the area, and how different infrastructure alternatives would perform from a traffic circulation standpoint under those conditions. This study analyzes the traffic operations and impacts for the following scenarios across the 12 study intersections listed on page 2 (above). • Existing conditions • Future background conditions (not including the proposed redevelopment) • Existing plus Redevelopment and Future plus Redevelopment conditions under three configurations: o Existing Roadway Configuration o Highland Drive Reconfiguration Alt 1 (with signalized intersections) o Highland Drive Reconfiguration Alt 2 (with roundabout intersections) ---PAGE BREAK--- Highland Drive Corridor Study 9 Analysis Methodology Level of Service (LOS) is a term that describes the operating performance of an intersection or roadway. LOS is measured quantitatively and reported on a scale from A to F, with A representing the best performance and F the worst. Table 3 provides a brief description of each LOS letter designation and an accompanying average delay per vehicle for both signalized and unsignalized intersections. The Highway Capacity Manual (HCM) 6th Edition methodology was used in this study. This methodology has different quantitative evaluations for signalized and unsignalized intersections. For signalized intersections, the LOS is provided for the overall intersection (weighted average of all approach delays). Table 3: Level of Service Descriptions LOS Description Signalized Intersections Unsignalized Intersections Avg. Delay (sec/veh)1 Avg. Delay (sec/veh)2 A Free Flow / Insignificant Delay Extremely favorable progression. Individual users are virtually unaffected by others in the traffic stream. < 10.0 < 10.0 B Stable Operations / Minimum Delays Good progression. The presence of other users in the traffic stream becomes noticeable. > 10.0 to 20.0 > 10.0 to 15.0 C Stable Operations / Acceptable Delays Fair progression. The operation of individual users is affected by interactions with others in the traffic stream > 20.0 to 35.0 > 15.0 to 25.0 D Approaching Unstable Flows / Tolerable Delays Marginal progression. Operating conditions are noticeably more constrained. > 35.0 to 55.0 > 25.0 to 35.0 E Unstable Operations / Significant Delays Can Occur Poor progression. Operating conditions are at or near capacity. > 55.0 to 80.0 > 35.0 to 50.0 F Forced, Unpredictable Flows / Excessive Delays Unacceptable progression with forced or breakdown of operating conditions. > 80.0 > 50.0 1. Overall intersection LOS and average delay (seconds/vehicle) for all approaches. 2. Worst movement LOS and delay (seconds/vehicle) only. 3. Volume to capacity (v/c) rate, average values. Source: Fehr & Peers descriptions, based on the Highway Capacity Manual 6th Edition. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 10 Existing Background Conditions Purpose The purpose of the existing background conditions analysis is to evaluate the study intersections during the peak travel periods of the day under existing traffic and geometric conditions. This analysis provides a baseline model for understanding existing traffic operations, identifying existing deficiencies, and evaluating the performance of future no-build and build scenarios. Traffic Volumes Traffic counts were recorded for the AM and PM peak periods from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM on Thursday, February 21, 2019 at the study intersections listed previously. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the existing background weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 4. As shown in Table 4, all intersections operate within acceptable LOS (D or better) for both AM and PM peak hours in existing background conditions. Turning movement counts and levels of service for each study intersection under existing background conditions are provided in Figure 2 below. ---PAGE BREAK--- Highland Drive Corridor Study 11 Table 4 Existing Background Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 22 C PM - - - 24 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 9 A - - PM WB LT 9 A - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop EB RT 7 A - - PM WB LT 7 A - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 9 A - - PM WB TH 16 C - - 6 Highland Drive / Richmond Street AM Signal - - - 23 C PM - - - 33 C 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB LT 11 B - - PM EB LT 17 C - - 8 Highland Drive / Gunn Avenue AM EB Stop EB RT 7 A - - PM EB LT 12 B - - 9 Highland Drive / Miller Avenue AM Signal - - - 3 A PM - - - 6 A 10 Highland Drive / Woodland Avenue AM EB/WB Stop EB LT 10 A - - PM EB LT 13 B - - 11 Highland Drive / 3300 South AM Signal - - - 24 C PM - - - 24 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 15 B - - PM EB LT 16 C - - 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary 2 3 Brickyard Rd Miller Ave    8 (14) 0 6 106 (145) 490 (605) 115 (160) 38 (135) 515 (564) 91 (121) 12 (19) 0 2 24 (10) 3 22 (27) 60 (36) 1 8 5 0 3 7 (15) 0 6 (24) 14 (33) 489 (850) 301 (502) (117) 54 (669) 423 (175) 125 (144) 94 (576) 415 (73) 32 3 2 (19) 4 (309) 88 (151) 25 (34) 5 (16) 5 (24) 7 2 7 1 0 7 13 4 (16) 17 (164) 70 (554) 444 6 (11) 5 4 (27) 8 6 0 1 3 (18) 714 (775) 0 114 (143) 473 (516) 94 (127) 132 (94) 370 (312) 69 (63) 5 616 (733) 8 610 (709) 5 423 (506) 32 (103) 13 (43) 498 (772) 4 (29) 3 (15) 18 (47) 585 (684) 9 (12) 3 495 (794) 4 (19) 4 (866) 563 0 (149) 71 (546) 331 (92) 55 (18) 14 (731) 450 0 6 (710) 441 (22) 9 (62) 13 (701) 440 (11) 2 1 (287) 79 (200) 37 (724) 451 5 81 (127) 197 (445) 61 (208) (747) 338 (269) 138 (23) 32 (1,001) 473 3 500 (1,015) 2 13 (24) 486 (757) 2 (21) 497 (466) 204 (222) 0 3 (18) 603 (693) 6 3 482 (983) 9 (12) Existing Background Conditions Figure 2 STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 2 3 6 STOP ---PAGE BREAK--- Highland Drive Corridor Study 13 Future Background Conditions Purpose The purpose of the future background conditions analysis is to evaluate the study intersections during the peak travel periods of the day under projected future traffic volumes. This analysis provides a baseline condition for the future, which can be used to determine future impacts of road reconfiguration options. Traffic Volumes Fehr & Peers projected future 2030 volumes assuming a total uniform growth of 5% across all roadways in the study area, as detailed in the Background Traffic Growth section on pages 4-5 (above). Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the future background weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 5. As shown in Table 5, all intersections operate within acceptable LOS (D or better) for both AM and PM peak hours in future background conditions. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 14 Table 5 Future Background Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 23 C PM - - - 24 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 7 A - - PM WB LT 9 A - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 8 A - - PM WB LT 11 B - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop EB TH 9 A - - PM WB TH 19 C - - 6 Highland Drive / Richmond Street AM Signal - - - 23 C PM - - - 36 D 7 Highland Drive / Elgin Avenue AM EB/WB Stop EB TH 13 B - - PM EB LT 19 C - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 7 A - - PM EB LT 12 B - - 9 Highland Drive / Miller Avenue AM Signal - - - 4 A PM - - - 6 A 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB LT 10 A - - PM EB LT 13 B - - 11 Highland Drive / 3300 South AM Signal - - - 24 C PM - - - 25 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 12 B - - PM EB LT 13 B - - 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. ---PAGE BREAK--- Highland Drive Corridor Study 15 Existing Plus Redevelopment Conditions Purpose The purpose of the existing plus redevelopment conditions analysis is to evaluate the impact of the proposed redevelopment traffic on the study intersections during the peak travel periods of the day under existing conditions. Traffic Volumes Redevelopment-generated traffic was added to the existing volumes to yield “existing plus redevelopment” weekday AM and PM peak hour traffic volumes at the study intersections. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the existing plus project weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 6. As shown in Table 6, all intersections operate within acceptable LOS (D or better) for both AM and PM peak hours in existing plus project conditions. This shows that the project trips have minimal impact to traffic operations under existing conditions. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 16 Table 6 Existing Plus Project Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 22 C PM - - - 25 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 8 A - - PM WB LT 9 A - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 9 A - - PM WB LT 13 B - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 9 A - - PM WB TH 18 C - - 6 Highland Drive / Richmond Street AM Signal - - - 23 C PM - - - 42 D 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB LT 12 B - - PM WB LT 19 C - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 14 B - - PM EB LT 14 B - - 9 Highland Drive / Miller Avenue AM Signal - - - 4 A PM - - - 7 A 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB RT 8 A - - PM WB LT 13 B - - 11 Highland Drive / 3300 South AM Signal - - - 25 C PM - - - 27 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 14 B - - PM EB LT 17 C - - 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. ---PAGE BREAK--- Highland Drive Corridor Study 17 Future Plus Redevelopment Conditions Purpose The purpose of the future plus redevelopment conditions analysis is to evaluate the combined impact of redevelopment-generated traffic as well as projected background growth by 2030 on the study intersections during the peak travel periods of the day. Traffic Volumes Redevelopment-generated traffic was added to the future background volumes to yield “future plus redevelopment” weekday AM and PM peak hour traffic volumes at the study intersections. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the future plus project weekday AM and PM peak hour LOS were computed for each study intersection. Initial results indicated that Intersection 6 experienced increased delay (LOS E) under these conditions; however, signal timing optimizations at this location resolved this issue and resulted in better operations (LOS C) at this location. These optimizations were carried forward for future conditions analysis of Alternatives 1 and 2. The results are presented in Table 6. As shown in Table 6, all intersections operate within acceptable LOS (D or better) for both AM and PM peak hours in future plus project conditions. This shows that the redevelopment-generated trips have minimal impacts on traffic operations in the future conditions. Turning movement counts and levels of service for each study intersection under future plus redevelopment conditions are provided in Figure 3 below. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary 2 3 STOP Brickyard Rd Miller Ave    9 (15) 0 7 112 (153) 515 (636) 121 (168) 40 (142) 541 (593) 96 (128) 13 (20) 0 3 26 (11) 4 24 (29) 63 (38) 2 9 6 0 4 8 (16) 0 7 (26) 15 (35) 514 (893) 317 (528) (123) 57 (703) 445 (184) 132 (152) 99 (605) 436 (77) 34 4 3 (20) 5 (325) 93 (159) 27 (36) 6 (17) 6 (26) 8 3 8 2 0 8 14 5 (17) 18 (173) 74 (582) 467 (10) 7 (12) 6 5 (29) 9 7 0 2 4 (19) 750 (814) 0 120 (151) 497 (542) 99 (134) 139 (99) 389 (328) 73 (67) 6 647 (770) 9 642 (745) 6 445 (533) 34 (109) 14 (46) 524 (812) 5 (31) 4 (16) 19 (50) 615 (719) 10 (13) 4 520 (834) 5 (20) 5 (910) 592 0 (157) 75 (574) 348 (97) 58 (219) 65 (468) 207 (134) 86 (19) 15 (768) 473 0 7 (746) 464 (24) 10 (66) 14 (737) 462 (12) 3 2 (302) 83 (210) 39 (762) 474 (10) 6 (785) 356 (283) 145 (25) 34 (1,052) 497 4 525 (1,066) 3 14 (26) 511 (795) 3 (23) 522 (490) 215 (234) 0 4 (19) 634 (728) 7 4 507 (1,033) 10 (13) Future Redevelopment Conditions - Existing Roadway Configuration Figure 3 STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 6 2 3 ---PAGE BREAK--- Highland Drive Corridor Study 19 Table 7 Future Plus Redevelopment Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 23 C PM - - - 26 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 8 A - - PM WB LT 10 A - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 10 A - - PM WB LT 14 B - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 8 A - - PM WB TH 22 C - - 6 Highland Drive / Richmond Street AM Signal - - - 24 C PM - - - 32 C4 7 Highland Drive / Elgin Avenue AM EB/WB Stop EB TH 13 B - - PM WB LT 19 C - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 11 B - - PM EB LT 17 C - - 9 Highland Drive / Miller Avenue AM Signal - - - 4 A PM - - - 7 A 10 Highland Drive / Woodland Avenue AM EB/WB Stop EB LT 10 B - - PM EB LT 16 C - - 11 Highland Drive / 3300 South AM Signal - - - 25 C PM - - - 28 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 15 C - - PM EB LT 19 C - - 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through 4. The LOS shown at intersection 6 is improved vs. baseline conditions due to signal optimizations. Source: Fehr & Peers, 2019. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 20 Alternative 1 (Lane Reduction with Signalized Intersections) Conditions Purpose The purpose of the Alternative 1 analysis is to evaluate the impact of the proposed lane reduction on Highland Drive on the study intersections during the peak travel periods of the day under existing and future conditions. This reconfiguration was assumed to reduce travel lanes from two in each direction to one in each direction plus left turn lanes on Highland Drive between 3000 South (just north of the Elgin Avenue / Highland Drive intersection) and 3300 South. Traffic Volumes The existing plus project and future plus project weekday AM and PM peak hour traffic volumes were used for this analysis. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the existing plus redevelopment with lane reduction and future plus redevelopment with lane reduction weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 8 and Table 9. As shown in Table 8 and Table 9, all intersections operate within acceptable LOS (D or better) for both AM and PM peak hours in both existing plus project and future plus project conditions with the lane reduction on Highland Drive. This shows that the lane reduction has minimal impacts on traffic operations under both existing and future conditions. Turning movement counts and levels of service for each study intersection under Alternative 1 future conditions are provided in Figure 4 below. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary 2 3 STOP STOP STOP STOP STOP STOP Brickyard Rd Miller Ave 36 (62) 551 (866) 12 (41) 17 (34) (31) 42 (1,093) 540   9 (15) 0 7 (30) 26 0 7 4 (19) 769 (841) 8 (10) (20) 5 (940) 618 (42) 35 119 (165) 527 (651) 129 (178) (152) 76 (721) 461 (211) 155 123 (155) 512 (563) 119 (159) (171) 88 (609) 378 (122) 79 13 (20) 0 3 4 3 (30) 12 6 688 (832) 9 (19) 15 (832) 530 6 27 (14) 5 (10) 26 (31) (54) 19 (19) 7 (41) 19 20 (51) 643 (771) 22 (22) (10) 9 (797) 514 (30) 19  (27) 23 (36) 38 668 (780) 22 (43) (792) 505 (35) 17 63 (38) 2 13 (11) (12) 6 5 (29) 9 (66) 14 (787) 500 (12) 3 8 (24) 676 (777) 7 15 (35) 532 (920) 344 (564) (184) 83 (609) 490 (10) 7 552 (525) 227 (248) 0 2 (316) 94 (220) 47 8 (16) 0 7 (26) 14 5 (16) 20 14 (26) 543 (833) 5 (25) 4 533 (1,070) 10 (13) 24 (24) 0 37 (37) 2 0 8 22 (46) 536 (856) 5 4 543 (1,081) 13 (28) (333) 98 (163) 31 489 (595) 38 (114) (836) 405 (291) 152 70 (180) 560 (616) 109 (143) (167) 111 (627) 452 (77) 34 149 (114) 397 (339) 73 (67) 98 (148) 216 (477) 97 (256) Alternative 1 (Lane Reduction with Existing Intersections) Future Conditions Figure 4 2 3 12 11 10 1 9 4 8 7 5 6 STOP ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 22 Table 8 Existing Plus Redevelopment Alternative 1 Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 21 C PM - - - 24 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 8 A - - PM WB LT 9 A - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 9 A - - PM WB LT 13 B - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 9 A - - PM WB LT 18 C - - 6 Highland Drive / Richmond Street AM Signal - - - 22 C PM - - - 43 D 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB LT 19 C - - PM WB LT 28 D - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 16 C - - PM EB LT 23 C - - 9 Highland Drive / Miller Avenue AM Signal - - - 5 A PM - - - 8 A 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB RT 13 B - - PM EB LT 17 C - - 11 Highland Drive / 3300 South AM Signal - - - 26 C PM - - - 30 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 27 D - - PM EB LT 27 D - - 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. ---PAGE BREAK--- Highland Drive Corridor Study 23 Table 9 Future Plus Redevelopment Alternative 1 Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 22 C PM - - - 26 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 8 A - - PM WB LT 10 B - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 10 A - - PM WB LT 14 B - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 9 A - - PM WB TH 22 C - - 6 Highland Drive / Richmond Street AM Signal - - - 22 C PM - - - 32 C4 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB LT 19 C - - PM WB LT 28 D - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 13 B - - PM EB LT 21 C - - 9 Highland Drive / Miller Avenue AM Signal - - - 6 A PM - - - 8 A 10 Highland Drive / Woodland Avenue AM EB/WB Stop EB TH 16 C - - PM EB LT 28 D - - 11 Highland Drive / 3300 South AM Signal - - - 27 C PM - - - 32 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 27 D - - PM EB LT 34 D - - 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through 4. The LOS shown at intersection 6 is improved vs. baseline conditions due to signal optimizations. Source: Fehr & Peers, 2019. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 24 Alternative 2 (Lane Reduction with Roundabouts/Intersection Improvements) Conditions Purpose The purpose of the Alternative 2 conditions analysis is to evaluate the impact of the lane reduction evaluated in Alternative 1, as well as implementing several intersection modifications on Highland Drive. The following modifications to Alternative 1 were included in this analysis: • Single lane roundabouts at Elgin Avenue and Miller Avenue on Highland Drive; • Re-align Woodland Avenue west of Highland Drive to eliminate the offset with Woodland Avenue east of Highland Drive; Traffic Volumes The existing plus project and future plus project weekday AM and PM peak hour traffic volumes were used for this analysis. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the alternative existing plus project and alternative future plus project weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 10 and Table 11. As shown in Table 10 and Table 11, most intersections operate within acceptable LOS (D or better) for both AM and PM peak hours in both existing plus project and future plus project conditions with the alternative intersection configurations. However, the Highland Drive / Elgin Avenue intersection and the Highland Drive / 3350 South intersection operate at LOS E during the PM peak hour under future plus project conditions. The roundabouts at Elgin Avenue and Miller Avenue do not operate as efficiently as the current intersection configurations due to unbalanced volumes at the intersection: because the traffic on Highland Drive is much higher than the traffic on the side-streets (Elgin Avenue and Miller Avenue), side-street traffic at these locations has difficulty finding acceptable gaps to enter the roundabouts. Elsewhere on the corridor, side streets and driveways will have difficulty finding acceptable gaps to turn onto Highland Drive due to the continuous flow characteristics of roundabouts. Turning movement counts and levels of service for each study intersection under existing background conditions are provided in Figure 5 below. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary 2 3 2 3 STOP STOP STOP STOP Brickyard Rd Miller Ave     9 (15) 0 7 119 (165) 527 (651) 129 (178) 70 (180) 560 (616) 109 (143) 13 (20) 0 3 27 (14) 5 (10) 26 (31) 63 (38) 2 13 (11) 24 (24) 0 37 (37) 8 (16) 0 7 (26) 15 (35) 532 (920) 344 (564) (152) 76 (721) 461 (211) 155 (167) 111 (627) 452 (77) 34 4 3 (30) 12 (333) 98 (163) 31 (54) 19 (19) 7 (41) 19 (27) 23 (36) 38 2 0 8 14 5 (16) 20 (184) 83 (609) 490 (10) 7 (12) 6 5 (29) 9 (30) 26 0 7 4 (19) 769 (841) 8 (10) 123 (155) 512 (563) 119 (159) 149 (114) 397 (339) 73 (67) 6 688 (832) 9 668 (780) 22 (43) 489 (595) 38 (114) 20 (51) 643 (771) 22 (22) 22 (46) 536 (856) 5 (20) 5 (940) 618 (42) 35 (171) 88 (609) 378 (122) 79 (19) 15 (832) 530 6 (10) 9 (797) 514 (30) 19 (66) 14 (787) 500 (12) 3 (792) 505 (35) 17 98 (148) 216 (477) 97 (256)  (836) 405 (291) 152 4 543 (1,081) 13 (28) 14 (26) 543 (833) 5 (25) 552 (525) 227 (248) 0 8 (24) 676 (777) 7 4 533 (1,070) 10 (13) Roundabout Alternative 2 (Lane Reduction with Roundabouts) Future Conditions Figure 5 2 (316) 94 (220) 47 36 (62) 551 (866) 12 (41) 17 (34) (31) 42 (1,093) 540 2 3 12 11 10 1 9 4 8 7 5 6 STOP STOP ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 26 Table 10 Existing Plus Redevelopment Alternative 2 Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 22 C PM - - - 24 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 8 A - - PM WB LT 9 A - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 9 A - - PM WB LT 13 B - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 9 A - - PM WB LT 17 C - - 6 Highland Drive / Richmond Street AM Signal - - - 22 C PM - - - 43 D 7 Highland Drive / Elgin Avenue AM Roundabout - - - 10 B PM - - - 24 C 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 15 C - - PM EB LT 19 C - - 9 Highland Drive / Miller Avenue AM Roundabout - - - 7 A PM - - - 15 C 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB RT 15 B - - PM EB RT 23 C - - 11 Highland Drive / 3300 South AM Signal - - - 25 C PM - - - 29 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 26 D - - PM EB LT 29 D - - 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. ---PAGE BREAK--- Highland Drive Corridor Study 27 Table 11 Future Plus Redevelopment Alternative 2 Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 22 C PM - - - 26 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 9 A - - PM WB LT 10 A - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 10 A - - PM WB LT 13 B - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 9 A - - PM WB TH 21 C - - 6 Highland Drive / Richmond Street AM Signal - - - 23 C PM - - - 31 C4 7 Highland Drive / Elgin Avenue AM Roundabout - - - 10 A PM - - - 43 E 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 14 B - - PM EB LT 29 D - - 9 Highland Drive / Miller Avenue AM Roundabout - - - 7 A PM - - - 22 C 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB RT 15 C - - PM EB LT 32 D - - 11 Highland Drive / 3300 South AM Signal - - - 26 C PM - - - 32 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 28 D - - PM EB LT 42 E - - 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through 4. The LOS shown at intersection 6 is improved vs. baseline conditions due to signal optimizations. Source: Fehr & Peers, 2019. Conclusions and Recommendations The LOS summary of the existing conditions and future conditions for all scenarios are presented in Table 12 and Table 13, respectively. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 28 Table 12 Existing Peak Hour LOS Summary Intersection Existing Existing + Redev. Existing + Project – Alt. 1 Existing + Project – Alt. 2 ID Location Control Period LOS & Sec/Veh1 LOS & Sec/Veh1 LOS & Sec/Veh1 LOS & Sec/Veh1 1 1300 East / 3300 South Signal AM 22 / C 22 / C 21 / C 22 / C PM 24 / C 25 / C 24 / C 24 / C 2 1300 East / Brickyard Road Signal AM 4 / A 4 / A 4 / A 4 / A PM 11 / B 11 / B 11 / B 11 / B 3 Richmond Street / Miller Avenue Side-Street Stop AM 9 / A 8 / A 8 / A 8 / A PM 9 / A 9 / A 9 / A 9 / A 4 Richmond Street / Gunn Avenue Side-Street Stop AM 7 / A 9 / A 9 / A 9 / A PM 7 / A 13 / B 13 / B 13 / B 5 Richmond Street / Elgin Avenue Side-Street Stop AM 9 / A 9 / A 9 / A 9 / A PM 16 / C 18 / C 18 / C 17 / C 6 Highland Drive / Richmond Street Signal AM 23 / C 23 / C 22 / C 22 / C PM 33 / C 42 / D 43 / D 43 / D 7 Highland Drive / Elgin Avenue Side-Street Stop / Roundabout AM 11 / B 12 / B 19 / C 10 / B PM 17 / C 19 / C 28 / D 24 / C 8 Highland Drive / Gunn Avenue Side-Street Stop AM 7 / A 14 / B 16 / C 15 / C PM 12 / B 14 / B 23 / C 19 / C 9 Highland Drive / Miller Avenue Signal / Roundabout AM 3 / A 4 / A 5 / A 7 / A PM 6 / A 7 / A 8 / A 15 / C 10 Highland Drive / Woodland Avenue Side-Street Stop AM 10 / A 8 / A 13 / B 15 / B PM 13 / B 13 / B 17 / C 23 / C 11 Highland Drive / 3300 South Signal AM 24 / C 25 / C 26 / C 25 / C PM 24 / C 27 / C 30 / C 29 / C 12 Highland Drive / 3350 South Side-Street Stop AM 15 / B 14 / B 27 / C 26 / D PM 16 / C 17 / C 27 / D 29 / D 1. Overall intersection LOS and average delay (seconds/vehicle) for the signalized intersections and worst movement LOS and average delay for the unsignalized intersections. Source: Fehr & Peers, 2019 ---PAGE BREAK--- Highland Drive Corridor Study 29 Table 13 Future Peak Hour LOS Summary Intersection Future Future + Redev. Existing + Project – Alt. 1 Existing + Project – Alt. 2 ID Location Control Period LOS & Sec/Veh1 LOS & Sec/Veh1 LOS & Sec/Veh1 LOS & Sec/Veh1 1 1300 East / 3300 South Signal AM 23 / C 23 / C 22 / C 22 / C PM 24 / C 26 / C 26 / C 26 / C 2 1300 East / Brickyard Road Signal AM 4 / A 4 / A 4 / A 4 / A PM 11 / B 11 / B 11 / B 11 / B 3 Richmond Street / Miller Avenue Side-Street Stop AM 7 / A 8 / A 8 / A 9 / A PM 9 / A 10 / A 10 / B 10 / A 4 Richmond Street / Gunn Avenue Side-Street Stop AM 8 / A 10 / A 10 / A 10 / A PM 11 / B 14 / B 14 / B 13 / B 5 Richmond Street / Elgin Avenue Side-Street Stop AM 9 / A 8 / A 9 / A 9 / A PM 19 / C 22 / C 22 / C 21 / C 6 Highland Drive / Richmond Street Signal AM 23 / C 24 / C 22 / C 23 / C PM 36 / D 32 / C2 32 / C2 31 / C2 7 Highland Drive / Elgin Avenue Side-Street Stop / Roundabout AM 13 / B 13 / B 19 / C 10 / A PM 19 / C 19 / C 28 / D 43 / E 8 Highland Drive / Gunn Avenue Side-Street Stop AM 7 / A 11 / B 13 / B 14 / B PM 12 / B 17 / C 21 / C 29 / D 9 Highland Drive / Miller Avenue Signal / Roundabout AM 4 / A 4 / A 6 / A 7 / A PM 6 / A 7 / A 8 / A 22 / C 10 Highland Drive / Woodland Avenue Side-Street Stop AM 10 / A 10 / B 16 / C 15 / C PM 13 / B 16 / C 28 / D 32 / D 11 Highland Drive / 3300 South Signal AM 24 / C 25 / C 27 / C 26 / C PM 25 / C 28 / C 32 / C 32 / C 12 Highland Drive / 3350 South Side-Street Stop AM 12 / B 15 / C 27 / D 28 / D PM 13 / B 19 / C 34 / D 42 / E 1. Overall intersection LOS and average delay (seconds/vehicle) for the signalized intersections and worst movement LOS and average delay for the unsignalized intersections. 2. Intersection 6 LOS improved under Future + Redev., Alt. 1, and Alt. 2 due to signal optimizations. Source: Fehr & Peers, 2019 ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 30 Travel times under existing, future, and Alternative scenarios is shown below in Table 14. Table 14 Existing and Future PM Travel Time Summary Travel Time (min:sec)1 Direction Existing PM Future Background PM Future + Project PM Alternative 1: Future + Project PM – Road Diet Alternative 2: Future + Project PM – Road Diet + Roundabouts Northbound 2:45 2:45 2:45 3:00 3:15 Southbound 2:00 2:00 2:15 2:45 2:45 1. Travel time rounded to nearest 15 seconds. Source: Fehr & Peers, 2019 As shown in Table 12, 13, and 14 and as mentioned previously, the roundabouts on Highland Drive do not operate as efficiently as the current intersection configurations. Roundabouts do provide benefits for the Highland Drive corridor in terms of providing an entry gateway feature and traffic calming, but are likely to increase delays at these intersections. Because many of the advantages of roundabouts can be achieved with the use of center planted medians and other traffic calming strategies, the traffic operational impacts noted above suggest that Alternative 2 is not an ideal strategy for Highland Drive. We recommended that other measures be considered to accomplish goals of installing entry gateway features in center medians and traffic calming treatments. By contrast, re-alignment of Woodland Avenue would provide safety benefits over the current alignment. A re-alignment would eliminate the offset between the roadway on the east and west of Highland Drive, thereby removing the conflict point between northbound and southbound vehicles making left turns onto Woodland Avenue. Because such a realignment would likely require at least one full property take, timing such a project to coincide with redevelopment adjacent to this intersection may provide significant cost savings. ---PAGE BREAK--- 3 3 Maximum Buildout Evaluation Purpose Based on the conclusions of the Alternatives Analysis presented in Chapter 2, the project team was asked to examine the impacts of a ‘Greatest Impact Scenario’, under which the Millcreek Center study area would be built out the maximum extent feasible under contemplated zoning regulations, on both the existing road network and the Alternative 1 roadway configuration discussed in Chapter 2. In order to fully capture the impacts of this Scenario and take advantage of the availability of additional data, the model network was expanded to include the intersection of Luck Lane and Highland Drive. Accordingly, the scenarios examined in this exercise include the following: • Existing conditions, inclusive of Luck Lane. • Future background conditions, inclusive of Luck Lane (not including traffic generated by development under the Greatest Impact scenario). • Existing plus Greatest Impact and Future plus Greatest Impact conditions under Existing Roadway Configuration. • Existing plus Greatest Impact and Future plus Greatest Impact conditions under Highland Drive Reconfiguration (Alt ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 32 • Existing plus Greatest Impact and Future plus Greatest Impact conditions under Highland Drive Reconfiguration (Alt 1) with mitigations. Data Collection and Methodology Traffic Counts In addition to the traffic counts previously collected as described in Chapter 1 (above), traffic counts for the intersection of Luck Lane and Highland Drive were collected on October 3, 2019 during the AM (7:00-9:00AM) and PM (4:00-6:00PM) peak periods. The study area, including the Highland Drive and Luck Lane intersection, is shown in Figure 6. Millcreek City Center Maximum Development Scenario As mentioned in Chapter 1 (above), the adopted Millcreek City Center Master Plan provides a framework for future development of the Millcreek City Center neighborhood. The project team was provided by Millcreek City with a Greatest Impact Scenario depicting potential future land use if the Millcreek City Center area were to be fully redeveloped. This scenario reflects full redevelopment of the City Center area based on the Millcreek City Center Master Plan and contemplated zoning regulations, and is allocated between three different districts. These districts and associated quantities of development are shown in Figure 7. The Neighborhood District is located on the northern end of the City Center and is roughly bounded by 3000 South, Richmond Street, Miller Avenue, and Highland Drive. The Mill Center area forms the heart of the redevelopment area and is bounded by Miller Avenue, Richmond Street, 3300 South, and Highland Drive. (For the purposes of this analysis, the Mill Park area that bisects this district is combined with Mill Center.) Lastly, the Marketplace District includes eight full or partial blocks adjacent to the Mill Center area with frontage on Highland Drive and/or 3300 South. Based on the extent of redevelopment shown in each district, estimates of the quantity of existing land uses that would be displaced by new land uses were developed in consultation with City staff. The net quantity of new development was calculated by subtracting the estimated square footage/housing units of displaced land uses from the planned quantities of new development. Quantities of planned, estimated displaced, and net new development contemplated in the Greatest Impact Scenario are summarized in Table 15. ---PAGE BREAK--- 2 3 1 4 5 7 8 6 9 10 11 12 13 X Study Intersection Study Area Overview Figure 6 3300 South Brickyard Rd Woodland Ave Miller Ave Gunn Ave Elgin Ave 3350 South Luck Ln Richmond St Highland Dr ---PAGE BREAK--- ---PAGE BREAK--- Highland Drive Corridor Study 35 Table 15 Greatest Impact Scenario Summary Area New Development Existing Displaced Net Change Sq. ft. (Non- Residential) Dwelling Units Sq. ft. (Non- Residential) Dwelling Units Sq. ft. (Non- Residential) Dwelling Units Neighborhood District 142,000 SF 1666 156,100 SF 26 -14,100 SF 1640 Mill Center 472,000 SF 1100 192,600 SF 41 279,400 SF 1059 Marketplace 321,000 SF 1042 223,600 SF 36 97,400 SF 1006 Trip Generation Trip generation for the anticipated redevelopment was computed using trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition, 2017, and Fehr & Peers’ mixed-use development (MXD) methodology, as described in Chapter 1 (above). Trip Distribution, Assignment, and Diversion Traffic generated by the greatest impact scenario was assigned to the roadway network based on the proximity of the developments to the roadway network, high population densities, and regional trip attractions. The redevelopment-generated trips were distributed to and from these directions, in the corresponding percentages: • 10% North (using Highland Drive) • 25% North (using Richmond Street) • 6% West (using Elgin Avenue and Brickyard Road) • 15% West (using 3300 South) • 4% East (using Elgin Avenue and Miller Avenue) • 15% East (using 3300 South) • 10% South (using 1300 East) • 15% South (using Highland Drive) Review of the resulting volumes of existing and redevelopment-generated trips showed significant numbers of eastbound vehicles on 3300 South vehicles proceeding making eastbound left turns at the intersection of 3300 South and Highland Drive. In the context of the ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 36 overall demand volumes at this intersection during the PM peak under the greatest impact scenario, it is likely that some drivers would choose to take 1300 East to their destination. Therefore, 25% of vehicles making this movement were diverted to make eastbound lefts on 1300 East instead and proceed to their final destination accordingly. Analysis Methodology Level of Service (LOS) is a term that describes the operating performance of an intersection or roadway. LOS is measured quantitatively and reported on a scale from A to F, with A representing the best performance and F the worst. Table 3 in Chapter 2 (above) provides a brief description of each LOS letter designation and an accompanying average delay per vehicle for both signalized and unsignalized intersections. The Highway Capacity Manual (HCM) 6th Edition methodology was used in this study. This methodology has different quantitative evaluations for signalized and unsignalized intersections. For signalized intersections, the LOS is provided for the overall intersection (weighted average of all approach delays). Existing Background Conditions Purpose The purpose of the existing background conditions analysis is to evaluate the study intersections during the peak travel periods of the day under existing traffic and geometric conditions. This analysis provides a baseline model for understanding existing traffic operations, identifying existing deficiencies, and evaluating the performance of existing and future Greatest Impact scenarios. Traffic Volumes Traffic counts were recorded for the AM and PM peak periods from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM on Thursday, February 21, 2019 at the study intersections listed previously. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the existing background weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 16. As shown in Table 16, all intersections operate within acceptable LOS (D or better) for both AM and PM peak hours in existing background conditions. It should be noted that the results shown in Table 16 do not match ---PAGE BREAK--- Highland Drive Corridor Study 37 exactly with the results shown in Table 4 because the analysis was modified to include Highland Drive / Luck Lane, which had minor effects on the other study intersections. Table 16 Existing Background Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 22 C PM - - - 24 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 8 A - - PM WB LT 9 A - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop EB RT 7 A - - PM WB LT 8 A - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 9 A - - PM WB TH 17 C - - 6 Highland Drive / Richmond Street AM Signal - - - 22 C PM - - - 32 C 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB LT 14 B - - PM EB LT 19 C - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 8 A - - PM EB LT 13 B - - 9 Highland Drive / Miller Avenue AM Signal - - - 4 A PM - - - 5 A 10 Highland Drive / Woodland Avenue AM EB/WB Stop EB TH 9 A - - PM EB LT 13 B - - 11 Highland Drive / 3300 South AM Signal - - - 24 C PM - - - 26 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 11 B - - PM EB LT 12 B - - 13 Highland Drive / Luck Lane AM Signal - - - 2 A PM - - - 5 A 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 38 Turning movement counts and levels of service for each study intersection under existing background conditions are provided in Figure 8 below. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave Luck Ln A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary Brickyard Rd Miller Ave    8 (14) 0 6 106 (145) 490 (605) 115 (160) 38 (135) 515 (564) 91 (121) 12 (19) 0 2 24 (10) 3 22 (27) 60 (36) 1 8 5 0 3 7 (15) 0 6 (24) 14 (33) 489 (850) 301 (502) (117) 54 (669) 423 (175) 125 (144) 94 (576) 415 (73) 32 3 2 (19) 4 (309) 88 (151) 25 (34) 5 (16) 5 (24) 7 2 7 1 0 7 13 4 (16) 17 (164) 70 (554) 444 6 (11) 5 4 (27) 8 6 0 1 3 (18) 714 (775) 0 114 (143) 473 (516) 94 (127) 132 (94) 370 (312) 69 (63) 5 616 (733) 8 610 (709) 5 423 (506) 32 (103) 13 (43) 498 (772) 4 (29) 3 (15) 18 (47) 585 (684) 9 (12) 3 495 (794) 4 (19) 4 (866) 563 0 (149) 71 (546) 331 (92) 55 (18) 14 (731) 450 0 6 (710) 441 (22) 9 (62) 13 (701) 440 (11) 2 1 (287) 79 (200) 37 (724) 451 5 81 (127) 197 (445) 61 (208) (747) 338 (269) 138 (23) 32 (1,001) 473 3 500 (1,015) 2 13 (24) 486 (757) 2 (21) 497 (466) 204 (222) 0 3 (18) 603 (693) 6 3 482 (983) 9 (12) Existing Background Conditions Figure 8 STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 2 3 6 STOP 817 (794) 56 (52) (935) 522 (52) 69 (58) 11 (111) 41 13 ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 40 Future Background Conditions Purpose The purpose of the future background conditions analysis is to evaluate the study intersections during the peak travel periods of the day under projected future traffic volumes. This analysis provides a baseline condition for the future, which can be used to determine future impacts of road reconfiguration options. Traffic Volumes Fehr & Peers projected future 2030 volumes assuming a total uniform growth of 5% across all roadways in the study area, as detailed in the Background Traffic Growth section on pages 4-5 (above). Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the future background weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 17. As shown in Table 17, all intersections operate within acceptable LOS (D or better) for both AM and PM peak hours in future background conditions. It should be noted that the results shown in Table 17 do not match exactly with the results shown in Table 5 because the analysis was modified to include Highland Drive / Luck Lane, which had minor effects on the other study intersections. ---PAGE BREAK--- Highland Drive Corridor Study 41 Table 17 Future Background Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 23 C PM - - - 25 C 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 7 A - - PM WB LT 9 A - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop EB RT 7 A - - PM WB LT 10 B - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop EB TH 9 A - - PM WB TH 21 C - - 6 Highland Drive / Richmond Street AM Signal - - - 23 C PM - - - 36 D 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB LT 15 C - - PM EB LT 19 C - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 8 A - - PM EB LT 11 B - - 9 Highland Drive / Miller Avenue AM Signal - - - 4 A PM - - - 5 A 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB LT 10 A - - PM EB LT 13 B - - 11 Highland Drive / 3300 South AM Signal - - - 25 C PM - - - 27 C 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 10 B - - PM EB LT 16 C - - 13 Highland Drive / Luck Lane AM Signal - - - 2 A PM - - - 5 A 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. Turning movement counts and levels of service for each study intersection under future background conditions are provided in Figure 9 below. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave Luck Ln A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary STOP Brickyard Rd Miller Ave wr wet qer wr er wr wet wr i wet i i i y qeet i 9 (15) 0 7 112 (153) 515 (636) 121 (168) wet 40 (142) 541 (593) 96 (128) 13 (20) 0 3 26 (11) 4 24 (29) 63 (38) 2 9 6 0 4 i i i 8 (16) 0 7 (26) i 15 (35) 514 (893) 317 (528) qeet (123) 57 (703) 445 (184) 132 qeet (152) 99 (605) 436 (77) 34 4 3 (20) 5 qtt (325) 93 (159) 27 (36) 6 (17) 6 (26) 8 3 8 2 0 8 i 14 5 (17) 18 wet (173) 74 (582) 467 (10) 7 i (12) 6 5 (29) 9 7 0 2 i 4 (19) 750 (814) 0 120 (151) 497 (542) 99 (134) qet 139 (99) 389 (328) 73 (67) 6 647 (770) 9 642 (745) 6 eet 445 (533) 34 (109) we 14 (46) 524 (812) qt 5 (31) 4 (16) 19 (50) 615 (719) 10 (13) 4 520 (834) 5 (20) 5 (910) 592 0 (157) 75 (574) 348 (97) 58 (219) 65 (468) 207 (134) 86 (19) 15 (768) 473 0 7 (746) 464 (24) 10 (66) 14 (737) 462 (12) 3 2 (302) 83 (210) 39 (762) 474 (10) 6 wr wr wr we (785) 356 (283) 145 we (25) 34 (1,052) 497 er 4 525 (1,066) 3 wr 14 (26) 511 (795) 3 (23) wr 522 (490) 215 (234) 0 qer 4 (19) 634 (728) 7 wr wr 4 507 (1,033) 10 (13) wr wr Future Background Conditions - Existing Roadway Configuration Figure 9 STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 6 2 3 qt eet 859 (834) 59 (55) qee (984) 551 (55) 73 (61) 12 (117) 44 13 ---PAGE BREAK--- Highland Drive Corridor Study 43 Existing Plus Greatest Impact Scenario Conditions Purpose The purpose of the existing plus Greatest Impact Scenario conditions analysis is to evaluate the impact of traffic generated by the Greatest Impact Scenario on the study intersections during the peak travel periods of the day under existing conditions. Traffic Volumes Traffic generated by the Greatest Impact Scenario was added to the existing volumes to yield “existing plus Greatest Impact Scenario” weekday AM and PM peak hour traffic volumes at the study intersections. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the existing plus Greatest Impact Scenario weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 18 and Figure 10, below. While all intersections operate acceptably (LOS D or better) during the AM peak hour, the intersection of Highland Drive / Richmond Street experiences near-failing conditions (LOS E) and the intersection of Highland Drive / 3350 South experiences LOS F conditions during the PM peak hour. At the Highland Drive / Richmond Street intersection, the additional project traffic impacts signal operations, especially in the westbound direction. The signal phase time required to allow pedestrians to cross Richmond Street on the north/south crosswalks leave little time within the current cycle length to provide better signal operations for the east/west traffic. The intersection of Highland Drive and 3350 South operates acceptably for the northbound, southbound, and westbound approaches during the PM peak hour; however, both left and right turning vehicles at the eastbound approach experience LOS F conditions at that time. These delays are caused by high conflicting northbound and southbound traffic volumes making it difficult for eastbound vehicles (especially eastbound lefts) to find acceptable gaps in order to egress from proposed development on the western side of Highland Drive. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 44 Table 18 Existing Plus Greatest Impact Scenario Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 30 C PM - - - 46 D 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 13 B - - PM WB LT 14 B - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 16 C - - PM WB LT 16 C - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 12 B - - PM WB TH 23 C - - 6 Highland Drive / Richmond Street AM Signal - - - 26 C PM - - - 62 E 7 Highland Drive / Elgin Avenue AM EB/WB Stop EB LT 15 C - - PM WB LT 22 C - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 16 C - - PM EB LT 17 C - - 9 Highland Drive / Miller Avenue AM Signal - - - 9 A PM - - - 11 B 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB RT 9 A - - PM EB LT 15 C - - 11 Highland Drive / 3300 South AM Signal - - - 29 C PM - - - 47 D 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 17 C - - PM EB LT 63 F - - 13 Highland Drive / Luck Lane AM Signal - - - 2 A PM - - - 7 A 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave Luck Ln A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary STOP Brickyard Rd Miller Ave    8 (14) 0 6 128 (197) 539 (725) 132 (192) 143 (337) 598 (700) 155 (274) 12 (19) 0 2 26 (17) 7 (15) 28 (41) 60 (36) 1(4) 20 (32) 53 (43) 0 88 (72) 10 (19) 0 12 (31) 14 (33) 555 (1,013) 382 (681) (239) 154 (769) 517 (301) 235 (274) 149 (656) 488 (93) 37 3 2 (73) 44 (343) 103 (185) 40 (135) 89 (26) 14 (113) 85 (48) 52 (68) 84 1 0 7 13 4 (29) 23 (215) 118 (681) 565 6 (15) 8 4 (33) 14 (107) 41 0 (30) 11 3 (18) 787 (949) 17 (32) 120 (161) 510 (607) 159 (293) 218 (193) 424 (386) 86 (76) 5 775 (998) 8 767 (924) 33 (75) 614 (874) 55 (133) 110 (231) 607 (986) 57 (89) 95 (120) 24 (55) 684 (862) 63 (91) 34 (121) 626 (950) 4 (19) 4 (1,011) 707 (133) 69 (205) 124 (666) 417 (233) 155 (377) 189 (514) 241 (201) 138 (18) 14 (994) 649 (44) 26 (12) 12 (912) 582 (91) 47 (62) 13 (942) 548 (16) 4 1 (354) 108 (269) 66 (938) 559 (69) 23 (1,017) 540 (297) 166 (89) 68 (1,194) 611 3 589(1,206) 19 (59) 16 (33) 652 (931) 12 (32) 631 (629) 258 (288) 0 23 (41) 788 (918) 8 (13) 3 576 (1,210) 10 (17) Existing Plus Greatest Impact Scenario with Existing Roadway Configuration Figure 10 STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 6 2 3 907 (1,000) 56 (52) (1,109) 676 (52) 69 (58) 11 (111) 41 13 ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 46 Future Plus Greatest Impact Scenario Conditions Purpose The purpose of the future plus Greatest Impact Scenario conditions analysis is to evaluate the impact of traffic generated by the Greatest Impact Scenario on the study intersections during the peak travel periods of the day under existing conditions. Traffic Volumes Traffic generated by the Greatest Impact Scenario was added to the future background volumes to yield “future plus Greatest Impact Scenario” weekday AM and PM peak hour traffic volumes at the study intersections. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the future plus Greatest Impact Scenario weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 19 and Figure 11, below. While all intersections operate acceptably (LOS D or better) during the AM peak hour, the intersections of 1300 East / 3300 South and 1300 East / Highland Drive experience near-failing conditions (LOS and the intersection of Highland Drive and 3350 South experiences LOS F conditions during the PM peak hour. Additionally, eastbound/westbound movements operating at LOS E and F at the intersection of Highland Drive and 3300 South may be an additional area of concern for UDOT. At the 1300 East / 3300 South intersection during the PM peak hour, the northbound approach experiences failing conditions for all movements; additionally, the southbound left and eastbound left turning movements operate at LOS F, and the westbound left turning movement operates at LOS E. At the Highland Drive / Richmond Street intersection, the additional project traffic impacts signal operations, especially in the westbound direction. The signal phase time required to allow pedestrians to cross Richmond Street on the north/south crosswalks leave little time within the current cycle length to provide better signal operations for the east/west traffic. ---PAGE BREAK--- Highland Drive Corridor Study 47 The intersection of Highland Drive / 3350 South operates acceptably for the northbound, southbound, and westbound approaches during the PM peak hour; however, both left and right turning vehicles at the eastbound approach experience LOS E/F conditions at that time. These delays are caused by high conflicting northbound and southbound traffic volumes making it difficult for eastbound vehicles (especially eastbound lefts) to find acceptable gaps in order to egress from proposed development on the western side of Highland Drive. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 48 Table 19 Future Plus Greatest Impact Scenario Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 33 C PM - - - 56 E 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 14 B - - PM WB LT 15 B - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 15 C - - PM WB LT 19 C - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 11 B - - PM WB TH 26 D - - 6 Highland Drive / Richmond Street AM Signal - - - 27 C PM - - - 58 E 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB LT 15 C - - PM EB LT 21 C - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 15 C - - PM EB LT 19 C - - 9 Highland Drive / Miller Avenue AM Signal - - - 9 A PM - - - 12 B 10 Highland Drive / Woodland Avenue AM EB/WB Stop EB TH 13 B - - PM EB LT 16 C - - 11 Highland Drive / 3300 South AM Signal - - - 30 C PM - - - 58 E 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 16 C - - PM EB LT 109 F - - 13 Highland Drive / Luck Lane AM Signal - - - 2 A PM - - - 12 B 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave Luck Ln A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary STOP Brickyard Rd Miller Ave wr wet qer wr er wr wet wr i wet i i i y qeet i 9 (15) 0 7 134 (205) 564 (756) 138 (200) wet 145 (344) 624 (729) 160 (281) 13 (20) 0 3 28 (18) 8 (16) 30 (43) 63 (38) 2 21 (33) 54 (44) 0 89 (73) i i i 11 (20) 0 13 (33) i 15 (35) 580 (1,056) 398 (707) qeet (245) 157 (803) 539 (310) 242 qeet (282) 154 (685) 509 (97) 39 4 3 (74) 45 qtt (359) 108 (193) 42 (137) 90 (27) 15 (115) 86 (49) 53 (69) 85 2 0 8 i 14 5 (30) 24 wet (224) 122 (709) 588 (10) 7 i (16) 9 5 (35) 15 (108) 42 0 (31) 12 i 4 (19) 823 (988) 17 (32) 126 (169) 534 (633) 164 (300) 225 (198) 443 (402) 90 (80) 6 806 (1,035) 9 799 (960) 34 (76) eet 636 (901) 57 (139) we 111 (234) 633 (1,026) 58 (91) 96 (121) 25 (58) 714 (897) 64 (92) 35 (122) 651 (990) 5 (20) 5 (1,055) 736 (133) 69 (213) 128 (694) 434 (238) 158 (388) 193 (537) 251 (208) 143 (19) 15 (1,031) 672 (45) 26 (13) 13 (948) 605 (93) 48 (66) 14 (978) 570 (17) 5 2 (369) 112 (279) 68 (976) 582 (70) 24 wr wr wr we (1,055) 558 (311) 173 we (91) 70 (1,245) 635 er 4 614 (1,257) 20 (60) wr 17 (35) 677 (969) 13 (34) wr 656 (653) 269 (300) 0 qer 24 (42) 819 (953) 9 (14) wr wr 4 601 (1,260) 11 (18) wr wr Future Plus Greatest Impact Scenario with Existing Roadway Configuration Figure 11 STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 6 2 3 qt eet 949 (1,040) 59 (55) qee (61) 12 (117) 44 (1,158) 705 (55) 73 13 qet qt ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 50 Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration Purpose The purpose of the existing plus Greatest Impact Scenario with Highland Drive Reconfiguration conditions analysis is to evaluate the impact of traffic generated by the Greatest Impact Scenario on the study intersections during the peak travel periods of the day under the proposed Alternative 1 Highland Drive reconfiguration. This reconfiguration was assumed to reduce travel lanes from two in each direction to one in each direction plus left turn lanes on Highland Drive between 3000 South (just north of the Elgin Avenue / Highland Drive intersection) and 3300 South. Traffic Volumes Traffic generated by the Greatest Impact Scenario was added to existing volumes to yield “existing plus Greatest Impact Scenario” weekday AM and PM peak hour traffic volumes at the study intersections. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the existing plus Greatest Impact Scenario with Highland Drive Reconfiguration weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 20 and Figure 12, below. ---PAGE BREAK--- Highland Drive Corridor Study 51 Table 20 Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 30 C PM - - - 48 D 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 14 B - - PM WB LT 14 B - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 15 C - - PM WB LT 17 C - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 11 B - - PM WB TH 20 C - - 6 Highland Drive / Richmond Street AM Signal - - - 25 C PM - - - 67 E 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB LT 22 C - - PM WB LT 66 F - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 28 D - - PM EB LT 73 F - - 9 Highland Drive / Miller Avenue AM Signal - - - 9 A PM - - - 22 C 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB RT 13 B - - PM EB LT 60 F - - 11 Highland Drive / 3300 South AM Signal - - - 38 D PM - - - 64 E 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 77 F - - PM EB LT 212 F - - 13 Highland Drive / Luck Lane AM Signal - - - 2 A PM - - - 5 A 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. The intersection of Highland Drive / 3350 South experiences LOS F conditions during the AM peak hour, primarily due to difficulties in eastbound lefts egressing from proposed development sites finding acceptable gaps in Highland Drive traffic flows. The intersections of Highland Drive / Richmond Street and Highland Drive / 3300 South experience near-failing conditions (LOS E) ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 52 and the intersections Highland Drive / Elgin Avenue, Highland Drive / Gunn Avenue, Highland Drive / Woodland Avenue, and Highland Drive / 3350 South experiences LOS F conditions during the PM peak hour. At the Highland Drive / Richmond Street intersection, the additional project traffic impacts signal operations, especially in the westbound direction. The signal phase time required to allow pedestrians to cross Richmond Street on the north/south crosswalks leave little time within the current cycle length to provide better signal operations for the east/west traffic. The delays at the intersections of Highland Drive / Elgin Avenue, Highland Drive / Gunn Avenue, and Highland Drive / Woodland Avenue are caused by high conflicting northbound and southbound traffic volumes making it difficult for the side-street vehicles (especially left turns) to find acceptable gaps. The lane reduction makes it even more difficult for the side-street vehicles to turn onto Highland Drive. The capacity is reduced at the intersection of Highland Drive / 3300 South due to the loss of a northbound through lane on Highland Drive. This causes the northbound queue at the intersection to build up past the Highland Drive / 3350 South intersection, making it even more difficult for eastbound vehicles (especially eastbound lefts) at the Highland Drive / 3350 South intersection to turn onto Highland Drive. This is what causes the high delays at the intersections of Highland Drive / 3300 South and Highland Drive / 3350 South. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave Luck Ln A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary STOP Brickyard Rd Miller Ave    8 (14) 0 6 128 (197) 539 (725) 132 (192) 143 (337) 598 (700) 155 (274) 12 (19) 0 2 26 (17) 7 (15) 28 (41) 60 (36) 1(4) 20 (32) 53 (43) 0 88 (72) 10 (19) 0 12 (31) 14 (33) 555 (1,013) 382 (681) (239) 154 (769) 517 (301) 235 (274) 149 (656) 488 (93) 37 3 2 (73) 44 (343) 103 (185) 40 (135) 89 (26) 14 (113) 85 (48) 52 (68) 84 1 0 7 13 4 (29) 23 (215) 118 (681) 565 6 (15) 8 4 (33) 14 (107) 41 0 (30) 11 3 (18) 787 (949) 17 (32) 120 (161) 510 (607) 159 (293) 218 (193) 424 (386) 86 (76) 5 775 (998) 8 767 (924) 33 (75) 614 (874) 55 (133) 110 (231) 607 (986) 57 (89) 95 (120) 24 (55) 684 (862) 63 (91) 34 (121) 626 (950) 4 (19) 4 (1,011) 707 (133) 69 (205) 124 (666) 417 (233) 155 (377) 189 (514) 241 (201) 138 (18) 14 (994) 649 (44) 26 (12) 12 (912) 582 (91) 47 (62) 13 (942) 548 (16) 4 1 (354) 108 (269) 66 (938) 559 (69) 23 (1,017) 540 (297) 166 (89) 68 (1,194) 611 3 589(1,206) 19 (59) 16 (33) 652 (931) 12 (32) 631 (629) 258 (288) 0 23 (41) 788 (918) 8 (13) 3 576 (1,210) 10 (17) Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration Figure 12 STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 6 2 3 907 (1,000) 56 (52) (1,109) 676 (52) 69 (58) 11 (111) 41 13 ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 54 Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration Purpose The purpose of the future plus Greatest Impact Scenario with Highland Drive Reconfiguration conditions analysis is to evaluate the impact of traffic generated by the Greatest Impact Scenario on the study intersections during the peak travel periods of the day under the proposed Alternative 1 Highland Drive reconfiguration. This reconfiguration was assumed to reduce travel lanes from two in each direction to one in each direction plus left turn lanes on Highland Drive between 3000 South (just north of the Elgin Avenue / Highland Drive intersection) and 3300 South. Traffic Volumes Traffic generated by the Greatest Impact Scenario was added to future background volumes to yield “future plus Greatest Impact Scenario” weekday AM and PM peak hour traffic volumes at the study intersections. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the future background weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 21 and Figure 13, below. ---PAGE BREAK--- Highland Drive Corridor Study 55 Table 21 Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 31 C PM - - - 61 E 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 14 B - - PM WB LT 14 B - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 15 B - - PM WB LT 18 C - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 11 B - - PM WB TH 22 C - - 6 Highland Drive / Richmond Street AM Signal - - - 27 C PM - - - 60 E 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB LT 25 D - - PM SB TH 120 F - - 8 Highland Drive / Gunn Avenue AM EB Stop EB LT 32 D - - PM EB LT 112 F - - 9 Highland Drive / Miller Avenue AM Signal - - - 10 A PM - - - 23 C 10 Highland Drive / Woodland Avenue AM EB/WB Stop EB TH 18 B - - PM EB LT 65 F - - 11 Highland Drive / 3300 South AM Signal - - - 44 D PM - - - 95 F 12 Highland Drive / 3350 South AM EB/WB Stop EB LT 112 F - - PM EB LT 250 F - - 13 Highland Drive / Luck Lane AM Signal - - - 4 A PM - - - 42 D 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. The intersection of Highland Drive / 3350 South experiences LOS F conditions during the AM peak hour, primarily due to difficulties in eastbound lefts egressing from proposed development sites finding acceptable gaps in Highland Drive traffic flows. The intersections of 1300 East / 3300 South and Highland Drive / Richmond Street experience near-failing conditions (LOS E) ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 56 and the intersections Highland Drive / Elgin Avenue, Highland Drive / Gunn Avenue, Highland Drive / Woodland Avenue, Highland Drive / 3300 South, and Highland Drive / 3350 South experiences LOS F conditions during the PM peak hour. At the 1300 East / 3300 South intersection during the PM peak hour, the northbound approach experiences failing conditions for all movements; additionally, the southbound left and eastbound left turning movements operate at LOS F, and the westbound left turning movement operates at LOS E. At the Highland Drive / Richmond Street intersection, the additional project traffic impacts signal operations, especially in the westbound direction. The signal phase time required to allow pedestrians to cross Richmond Street on the north/south crosswalks leave little time within the current cycle length to provide better signal operations for the east/west traffic. The delays at the intersections of Highland Drive / Elgin Avenue, Highland Drive / Gunn Avenue, and Highland Drive / Woodland Avenue are caused by high conflicting northbound and southbound traffic volumes making it difficult for the side-street vehicles (especially left turns) to find acceptable gaps. The lane reduction makes it even more difficult for the side-street vehicles to turn onto Highland Drive. The capacity is reduced at the intersection of Highland Drive / 3300 South due to a northbound through lane being taken away due to the lane reduction on Highland Drive. This causes the northbound queue at the intersection to build up past the Highland Drive / 3350 South intersection, making it even more difficult for eastbound vehicles (especially eastbound lefts) at the Highland Drive / 3350 South intersection to turn onto Highland Drive. This is what causes the high delays at the intersections of Highland Drive / 3300 South and Highland Drive / 3350 South. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave Luck Ln A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary we er wr wr i i wet qeet i i wt wt i i y i i qeet wet qer wr i i wr wr i i wr wr qtt eet we wet qeet wr Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration Figure 13 qet wt wt wt wt wt et w STOP Brickyard Rd Miller Ave STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 6 2 3 9 (15) 0 7 134 (205) 564 (756) 138 (200) 145 (344) 624 (729) 160 (281) (245) 157 (803) 539 (310) 242 (282) 154 (685) 509 (97) 39 (108) 42 0 (31) 12 4 (19) 823 (988) 17 (32) 126 (169) 534 (633) 164 (300) 225 (198) 443 (402) 90 (80) (20) 5 (1,055) 736 (133) 69 (213) 128 (694) 434 (238) 158 (388) 193 (537) 251 (208) 143 949 (1,040) 59 (55) (61) 12 (117) 44 (1,158) 705 (55) 73 (359) 108 (193) 42 636 (901) 57 (139) 111 (234) 633 (1,026) 58 (91) 96 (121) (1,055) 558 (311) 173 (91) 70 (1,245) 635 13 (20) 0 3 28 (18) 8 (16) 30 (43) 4 3 (74) 45 (137) 90 (27) 15 (115) 86 6 806 (1,035) 9 25 (58) 714 (897) 64 (92) (19) 15 (1,031) 672 (45) 26 (13) 13 (948) 605 (93) 48 63 (38) 2 21 (33) 54 (44) 0 89 (73) 11 (20) 0 13 (33) 15 (35) 580 (1,056) 398 (707) (49) 53 (69) 85 2 0 8 14 5 (30) 24 (224) 122 (709) 588 (10) 7 (16) 9 5 (35) 15 799 (960) 34 (76) 35 (122) 651 (990) 5 (66) 14 (978) 570 (17) 5 2 (369) 112 (279) 68 (976) 582 (70) 24 4 614 (1,257) 20 (60) 17 (35) 677 (969) 13 (34) 656 (653) 269 (300) 0 24 (42) 819 (953) 9 (14) 4 601 (1,260) 11 (18) 13 qt eet qee qet qt ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 58 Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) Purpose The purpose of the existing plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) conditions analysis is to evaluate the impact of traffic generated by the Greatest Impact Scenario on the study intersections during the peak travel periods of the day under the proposed Alternative 1 Highland Drive reconfiguration with the addition of mitigation measures intended to reduce operational impacts. In addition to the reconfiguration described previously, left turns out of the side-streets were restricted at the following locations: • Eastbound and westbound approach at Highland Drive / Elgin Avenue (right turn only onto Highland Drive) • Eastbound approach at Highland Drive / Gunn Avenue (right turn only onto Highland Drive) • Eastbound and westbound approach at Highland Drive / Woodland Avenue (right turn only onto Highland Drive) • Eastbound approach at Highland Drive / 3350 South (right turn only onto Highland Drive) The traffic on the restricted movements were re-directed to their original destinations via Richmond Street and 3300 South. Traffic Volumes Traffic generated by the Greatest Impact Scenario was added to existing volumes to yield “existing plus Greatest Impact Scenario” weekday AM and PM peak hour traffic volumes at the study intersections. Left turn movements out of the side streets listed above onto Highland Drive were diverted to Richmond Street, resulting in a slight increase in total traffic volumes on Richmond Street and a slight reduction in volumes on Highland Drive. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the mitigated weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 22 and Figure 14, below. ---PAGE BREAK--- Highland Drive Corridor Study 59 Table 22 Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 29 C PM - - - 49 D 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 11 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 14 B - - PM WB LT 17 C - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 22 C - - PM WB LT 21 C - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 14 B - - PM WB TH 26 D - - 6 Highland Drive / Richmond Street AM Signal - - - 25 C PM - - - 64 E 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB RT 12 B - - PM SB TH 96 F - - 8 Highland Drive / Gunn Avenue AM EB Stop EB RT 13 B - - PM SB TH 43 E - - 9 Highland Drive / Miller Avenue AM Signal - - - 10 A PM - - - 23 C 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB RT 14 B - - PM EB RT 23 C - - 11 Highland Drive / 3300 South AM Signal - - - 36 D PM - - - 64 E 12 Highland Drive / 3350 South AM EB/WB Stop NB TH 32 D - - PM NB TH 81 F - - 13 Highland Drive / Luck Lane AM Signal - - - 2 A PM - - - 26 C 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. While all intersections operate acceptably (LOS D or better) during the AM peak hour, the intersections of Highland Drive / Richmond Street, Highland Drive / Gunn Avenue, and Highland Drive / 3300 South experience near-failing conditions (LOS E) and the intersections of Highland ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 60 Drive / Elgin Avenue and Highland Drive / 3350 South experience LOS F conditions during the PM peak hour. At the Highland Drive / Richmond Street intersection, the additional project traffic impacts signal operations, especially in the westbound direction. The signal phase time required to allow pedestrians to cross Richmond Street on the north/south crosswalks leave little time within the current cycle length to provide better signal operations for the east/west traffic. The increase in delays at the intersections of Highland Drive / Elgin Avenue and Highland Drive / Gunn Avenue are caused by the added southbound congestion on Highland Drive due to some signal re-timing at Highland Drive / 3300 South to accommodate for additional traffic on 3300 South due to the diversion of traffic with the mitigations. The Highland Drive / Elgin Avenue intersection is the more severely affected of these two locations, due to its direct proximity to the lane drop from two to one southbound lane. However, the issues of the side-street delay at these locations are improved due to the mitigations of restricting movements to right turn only onto Highland Drive. As mentioned above, the signal timing at the intersection of Highland Drive / 3300 South was re-timed to accommodate for the additional traffic on 3300 South due to the diversion of traffic. This impacted the northbound approach at that location, still causing queues to build up past the Highland Drive / 3350 South intersection. Due to the mitigations, the side-street delay is improved at the Highland Drive / 3350 South intersection, but the northbound approach now experiences high delays. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave Luck Ln A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary STOP Brickyard Rd Miller Ave wr qet wt wt et wr wt wt i wet q q i q qeet q 8 (14) 0 6 128 (197) 539 (725) 132 (192) wet 146 (343) 598 (700) 155 (274) 12 (19) 26 (17) 8 (20) 50 (77) 60 (36) 105 (91) 0 88 (72) i q i 18 (34) 0 12 (31) i 14 (33) 555 (1,013) 382 (681) qeet (272) 166 (782) 525 (301) 235 qeet (274) 149 (656) 488 (93) 37 (79) 47 qtt (343) 103 (185) 40 (135) 89 (27) 16 (113) 85 (68) 84 1 0 7 i 13 4 (29) 23 wet (215) 118 (750) 628 6 q (35) 18 (30) 11 i 3 (18) 787 (949) 17 (32) 112 (148) 498 (574) 138 (232) 218 (193) 424 (386) 86 (76) 5 775 (998) 8 764 (918) 33 (75) eet 617 (880) 55 (133) we 110 (231) 610 (992) 57 (89) 95 (120) 24 (55) 681 (856) 63 (91) 34 (121) 629 (956) 4 (19) 4 (1,011) 707 (133) 69 (205) 124 (666) 417 (239) 158 (377) 189 (514) 241 (201) 138 (18) 14 (998) 651 (44) 26 (14) 16 (880) 562 (91) 47 (62) 13 (942) 548 (16) 4 1 (354) 108 (269) 66 (908) 543 (69) 23 wr wt wt w (1,017) 540 (297) 166 we (89) 68 (1,194) 611 er 3 589 (1,206) 19 (59) wr 16 (33) 707 (985) 12 (32) wr 568 (560) 258 (288) 0 qer 23 (41) 733 (864) 8 (13) wt wr 3 576 (1,210) 10 (17) wr wr STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 6 2 3 qt eet 907 (1,000) 56 (52) qee (1,109) 676 (52) 69 (58) 11 (111) 41 13 Existing Plus Greatest Impact Scenario with Highland Drive Reconfiguration with Mitigations qet qt Figure 14 ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 62 Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) Purpose The purpose of the future plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) conditions analysis is to evaluate the impact of traffic generated by the Greatest Impact Scenario on the study intersections during the peak travel periods of the day under the proposed Alternative 1 Highland Drive reconfiguration with the addition of mitigation measures intended to reduce operational impacts. In addition to the reconfiguration described previously, left turns out of the side-streets were restricted at the following locations: • Eastbound and westbound approach at Highland Drive / Elgin Avenue (right turn only onto Highland Drive) • Eastbound approach at Highland Drive / Gunn Avenue (right turn only onto Highland Drive) • Eastbound and westbound approach at Highland Drive / Woodland Avenue (right turn only onto Highland Drive) • Eastbound approach at Highland Drive / 3350 South (right turn only onto Highland Drive) The traffic on the restricted movements were re-directed to their original destinations via Richmond Street and 3300 South. Traffic Volumes Traffic generated by the Greatest Impact Scenario was added to future background volumes to yield “existing plus Greatest Impact Scenario” weekday AM and PM peak hour traffic volumes at the study intersections. Left turn movements out of the side streets listed above onto Highland Drive were diverted to Richmond Street, resulting in a slight increase in total traffic volumes on Richmond Street and a slight reduction in volumes on Highland Drive. Level of Service Analysis Using VISSIM software and the HCM 6th Edition delay thresholds introduced previously, the future mitigated weekday AM and PM peak hour LOS were computed for each study intersection. The results are presented in Table 23 and Figure 15, below. ---PAGE BREAK--- Highland Drive Corridor Study 63 Table 23 Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration (Mitigated) Conditions AM & PM Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection ID Location Period Control Movement3 Delay (sec/veh) LOS Avg. Delay (sec/veh)2 LOS 1 1300 East / 3300 South AM Signal - - - 33 C PM - - - 64 E 2 1300 East / Brickyard Road AM Signal - - - 4 A PM - - - 13 B 3 Richmond Street / Miller Avenue AM WB Stop WB LT 14 B - - PM WB LT 16 C - - 4 Richmond Street / Gunn Avenue AM EB/WB Stop WB LT 25 C - - PM WB LT 20 C - - 5 Richmond Street / Elgin Avenue AM EB/WB Stop WB LT 13 B - - PM WB LT 19 C - - 6 Highland Drive / Richmond Street AM Signal - - - 26 C PM - - - 77 E 7 Highland Drive / Elgin Avenue AM EB/WB Stop WB RT 13 B - - PM SB TH 179 F - - 8 Highland Drive / Gunn Avenue AM EB Stop EB RT 12 B - - PM SB TH 52 F - - 9 Highland Drive / Miller Avenue AM Signal - - - 10 B PM - - - 26 C 10 Highland Drive / Woodland Avenue AM EB/WB Stop WB RT 14 B - - PM NB LT 27 D - - 11 Highland Drive / 3300 South AM Signal - - - 39 D PM - - - 82 F 12 Highland Drive / 3350 South AM EB/WB Stop NB TH 53 F - - PM NB TH 139 F - - 13 Highland Drive / Luck Lane AM Signal - - - 3 A PM - - - 42 D 1. This represents the worst movement LOS and delay (seconds/vehicle) and is only reported for unsignalized intersections. 2. This represents the overall intersection LOS and delay (seconds/vehicle) and is reported for signalized intersections and roundabouts. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound, LT=Left-turn, RT=Right-turn, TH=Through Source: Fehr & Peers, 2019. The intersection of Highland Drive / 3350 South experiences LOS F conditions during the AM peak hour. The intersections of 1300 East / 3300 South and Highland Drive / Richmond Street experience near-failing conditions (LOS E) and the intersections of Highland Drive / Elgin ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 64 Avenue, Highland Drive / Gunn Avenue, Highland Drive / 3300 South, and Highland Drive / 3350 South experience LOS F conditions during the PM peak hour. At the 1300 East / 3300 South intersection during the PM peak hour, the northbound approach experiences failing conditions for all movements; additionally, the southbound left and eastbound left turning movements operate at LOS F, and the westbound left turning movement operates at LOS E. At the Highland Drive / Richmond Street intersection, the additional project traffic impacts signal operations, especially in the westbound direction. The signal phase time required to allow pedestrians to cross Richmond Street on the north/south crosswalks leave little time within the current cycle length to provide better signal operations for the east/west traffic. The increase in delays at the intersections of Highland Drive / Elgin Avenue and Highland Drive / Gunn Avenue are caused by the added southbound congestion on Highland Drive due to some signal re-timing at Highland Drive / 3300 South to accommodate additional traffic on 3300 South due to the diversion of traffic that occurs with mitigations in place. The Highland Drive / Elgin Avenue intersection is the more severely affected of these two locations, due to its direct proximity to the lane drop from two to one southbound lane. However, the issues of the side- street delay at these locations are improved due to the mitigations of restricting movements to right turn only onto Highland Drive. As mentioned above, the signal timing at the intersection of Highland Drive / 3300 South was re-timed to accommodate for the additional traffic on 3300 South due to the diversion of traffic. This impacted the northbound approach at that location, still causing queues to build up past the Highland Drive / 3350 South intersection. Due to the mitigations, the side-street delay is improved at the Highland Drive / 3350 South intersection, but the northbound approach now experiences high delays. ---PAGE BREAK--- 2 3 Brickyard Rd Miller Ave Cr esen t Dr Not To Scale Not To Scale 3300 S 1300 E 1300 E Woodland Ave 3350 S 3205 S Miller Ave Elgin Ave Hudson Ave 3010 S 3000 S Zenith Ave Crandall Ave Highland Dr Highland Dr Charlton Ave Gunn Ave Luck Ln A Turning Movement XXX (XXX) AM (PM) Peak Hour Volume Intersection Level of Service X X PM AM Traffic Signal Stop Sign A B C D E F STOP Millcreek Town Boundary we er wr wr i wet qeet wt wt i i qeet wet qer wr i i wr wr i i wr wr qtt eet we wet qeet wr Future Plus Greatest Impact Scenario with Highland Drive Reconfiguration with Mitigations qet wt wt wt wt wt et w STOP Brickyard Rd Miller Ave STOP STOP STOP STOP STOP STOP 11 10 1 9 4 8 7 5 12 6 2 3 9 (15) 0 7 134 (207) 566 (756) 138 (200) 148 (350) 624 (729) 160 (281) (278) 169 (816) 547 (310) 242 (282) 154 (685) 509 (97) 39 4 (19) 824 (988) 17 (32) 118 (155) 522 (600) 143 (239) 225 (198) 443 (402) 90 (80) (20) 5 (1,055) 736 (133) 69 (213) 128 (694) 434 (244) 159 (388) 193 (537) 251 (208) 143 950 (1,040) 59 (55) (61) 12 (117) 44 (1,158) 705 (55) 73 (359) 108 (193) 42 639 (907) 57 (139) 111 (234) 636 (1,032) 58 (91) 96 (121) (1,055) 558 (311) 173 (91) 70 (1,245) 635 28 (18) 9 (21) 52 (79) (137) 90 (28) 17 (115) 86 6 806 (1,037) 9 25 (58) 713 (892) 64 (92) (19) 15 (1,035) 673 (45) 26 (15) 17 (916) 584 (93) 48 106 (92) 0 89 (73) 19 (36) 0 13 (33) 15 (35) 580 (1,056) 398 (707) 2 0 8 14 5 (30) 24 (224) 122 (779) 651 (10) 7 798 (955) 34 (76) 35 (122) 654 (996) 5 (66) 14 (979) 570 (17) 5 2 (370) 112 (279) 68 (946) 565 (70) 24 4 614 (1,257) 20 (60) 17 (35) 732 (1,023) 13 (34) 593 (583) 269 (300) 0 24 (42) 765 (899) 9 (14) 4 601 (1,260) 11 (18) 13 qt eet qee 63 (38) q q (37) 19 q (69) 85 q q 16 (20) (81) 48 q (31) 12 qet qt Figure 15 ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 66 Conclusions and Recommendations The LOS summary of the existing conditions and future conditions for all scenarios are presented in Table 24 and Table 25, respectively. The travel time on Highland Drive between Luck Lane and Richmond Street was also measured from the models, and the results are presented in Table 26. When traffic generated by the greatest impact scenario is added to the road network in the Millcreek City Center area, the analysis indicated that: • Under the greatest impact scenario conditions, several intersections will be near-failing or failing, most notably including Highland Drive and 3300 South. • The Highland Drive reconfiguration adds substantial delay for northbound and southbound traffic on Highland. Northbound trips are delayed due to northbound throughs merging at 3300 South, and queues spilling back to 3350 South, while southbound trips experience delays due to the lane drop north of Elgin Avenue, as well as queues spilling back from Miller Avenue to Gunn Avenue. • The travel time on Highland Drive nearly doubles from existing conditions in the future greatest impact scenario conditions with the Highland Drive reconfiguration, mostly due to the bottlenecks at the intersections where Highland Drive cross-section drops from two lanes to one lane in each direction. • Mitigations to the Highland reconfiguration help improve delay at the side-streets on Highland Drive, but adds strain to the traffic on 3300 South, especially at the intersection of Highland Drive / 3300 South. The mitigations do not resolve the fundamental bottleneck at Highland Drive / 3300 South. • Highland Drive is a Millcreek facility; the City may therefore choose its own relative prioritization of economic development, placemaking objectives, and vehicle mobility. However, UDOT may have concerns about operational impacts to east/west traffic on 3300 South under the Highland Drive reconfiguration. • This greatest impact scenario posits a substantial quantity of redevelopment in the study area, and with reduced capacity on Highland Drive, the impacts on traffic operations caused by the trips generated under the greatest impact scenario are difficult to address without mitigations that enhance capacity and/or connectivity in the City Center’s road network. ---PAGE BREAK--- Highland Drive Corridor Study 67 Table 24 Existing Peak Hour Level of Service Summary Intersection Existing Existing + Greatest Impact Existing + Greatest Impact – Highland Reconfiguration Existing + Greatest Impact – Highland Reconfiguration with Mitigations ID Location Control Period LOS & Sec/Veh LOS & Sec/Veh LOS & Sec/Veh LOS & Sec/Veh 1 1300 East / 3300 South Signal AM 22 / C 30 / C 30 / C 29 / C PM 24 / C 46 / D 48 / D 49 / D 2 1300 East / Brickyard Road Signal AM 4 / A 4 / A 4 / A 4 / A PM 11 / B 11 / B 11 / B 11 / B 3 Richmond Street / Miller Avenue Side-Street Stop AM 8 / A 13 / B 14 / B 14 / B PM 9 / A 14 / B 14 / B 17 / C 4 Richmond Street / Gunn Avenue Side-Street Stop AM 7 / A 16 / C 15 / C 22 / C PM 8 / A 16 / C 17 / C 21 / C 5 Richmond Street / Elgin Avenue Side-Street Stop AM 9 / A 12 / B 11 / B 14 / B PM 17 / C 23 / C 20 / C 26 / D 6 Highland Drive / Richmond Street Signal AM 22 / C 26 / C 25 / C 25 / C PM 32 / C 62 / E 67 / E 64 / E 7 Highland Drive / Elgin Avenue Side-Street Stop AM 14 / B 15 / C 22 / C 12 / B PM 19 / C 22 / C 66 / F 96 / F 8 Highland Drive / Gunn Avenue Side-Street Stop AM 8 / A 16 / C 28 / D 13 / B PM 13 / B 17 / C 73 / F 43 / E 9 Highland Drive / Miller Avenue Signal AM 4 / A 9 / A 9 / A 10 / A PM 5 / A 11 / B 22 / C 23 / C 10 Highland Drive / Woodland Avenue Side-Street Stop AM 9 / A 8 / A 13 / B 14 / B PM 13 / B 15 / C 60 / F 23 / C 11 Highland Drive / 3300 South Signal AM 24 / C 29 / C 38 / D 36 / D PM 26 / C 47 / D 64 / E 64 / E 12 Highland Drive / 3350 South Side-Street Stop AM 11 / B 17 / C 77 / F 32 / D PM 12 / B 63 / F 212 / F 81 / F 13 Highland Drive / Luck Lane Signal AM 2 / A 2 / A 2 / A 2 / A PM 5 / A 7 / A 5 / A 26 / C ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 68 Table 25 Future Peak Hour Level of Service Summary Intersection Future Future + Greatest Impact Future + Greatest Impact – Highland Reconfiguration Future + Greatest Impact – Highland Reconfiguration with Mitigations ID Location Control Period LOS & Sec/Veh1 LOS & Sec/Veh1 LOS & Sec/Veh1 LOS & Sec/Veh1 1 1300 East / 3300 South Signal2 AM 23 / C 33 / C 31 / C 33 / C PM 25 / C 56 / E 61 / E 64 / E 2 1300 East / Brickyard Road Signal AM 4 / A 4 / A 4 / A 4 / A PM 11 / B 11 / B 11 / B 13 / B 3 Richmond Street / Miller Avenue Side-Street Stop AM 7 / A 14 / B 14 / B 14 / B PM 9 / A 15 / B 14 / B 16 / C 4 Richmond Street / Gunn Avenue Side-Street Stop AM 7 / A 15 / C 15 / C 25 / C PM 10 / B 19 / C 18 / C 20 / C 5 Richmond Street / Elgin Avenue Side-Street Stop AM 9 / A 11 / B 11 / B 13 / B PM 21 / C 26 / D 22 / C 19 / C 6 Highland Drive / Richmond Street Signal2 AM 23 / C 27 / C 27 / C 26 / C PM 36 / D 58 / E 60 / E 77 / E 7 Highland Drive / Elgin Avenue Side-Street Stop AM 15 / C 15 / C 25 / D 13 / B PM 19 / C 21 / D 120 / F 179 / F 8 Highland Drive / Gunn Avenue Side-Street Stop AM 8 / A 15 / C 32 / D 12 / B PM 11 / B 19 / C 112 / F 52 / F 9 Highland Drive / Miller Avenue Signal AM 4 / A 9 / A 10 / A 10 / B PM 5 / A 12 / B 23 / C 26 / C 10 Highland Drive / Woodland Avenue Side-Street Stop AM 10 / A 13 / B 18 / C 14 / B PM 13 / B 16 / C 65 / F 27 / D 11 Highland Drive / 3300 South Signal AM 25 / C 30 / C 44 / D 39 / D PM 27 / C 58 / E 95 / F 82 / F 12 Highland Drive / 3350 South Side-Street Stop AM 10 / B 16 / C 112 / F 53 / F PM 16 / C 109 / F 250 / F 139 / F 13 Highland Drive / Luck Lane Signal AM 2 / A 2 / A 4 / A 3 / A PM 5 / A 12 / B 42 / D 42 / D ---PAGE BREAK--- Highland Drive Corridor Study 69 Table 26 Highland Drive Travel Time Summary Travel Time (min:sec)1 Direction Existing PM Future Background PM Future + Greatest Impact PM Future + Greatest Impact PM – Highland Reconfiguration Future + Greatest Impact PM – Highland Reconfiguration with Mitigations Northbound 2:45 2:45 3:15 5:30 5:45 Southbound 2:45 2:45 3:15 5:30 6:30 1. Travel time rounded to nearest 15 seconds. Source: Fehr & Peers, 2019 ---PAGE BREAK--- 3 4 Complete Streets Evaluation Complete Streets Evaluation Based on the results of the traffic analysis described in Chapter 2 (above), the project team examined how space made available through a lane reconfiguration of Highland Drive could be reallocated to improve the street’s functionality for non-automotive modes (including transit, bicycles, scooters, and pedestrians), enhance safety for all users, and create a more pleasant streetscape than what currently exists on this corridor. Transforming Highland Drive into a complete street that provides safe and comfortable facilities for all modes of transportation will provide a foundation for planned redevelopment and create a distinctive and aesthetically pleasing gateway into Millcreek’s City Center neighborhood. Today, Highland Drive’s design is primarily oriented towards vehicular mobility and access to adjacent land uses. The existing four-lane cross-section precludes many other uses of the roadway, including parking, transit facilities, and bike lanes. As a consequence of this allocation of road space, a number of existing issues are present in this corridor: • Vehicles tend to travel above the posted speed limit of 35MPH, due to the straight and open character of the roadway, lack of intersection controls through the corridor, and lack of street trees or other features with a traffic calming effect. ---PAGE BREAK--- Highland Drive Corridor Study 71 • Lack of a center turn lane results in left turning vehicles blocking the inside through lane, which results in weaving by vehicles who want to avoid stopping behind the vehicles waiting to turn left. Abrupt lane weaving is a safety concern. • Curb radii at intersections are often designed to prioritize vehicular turning movements at the expense of longer and more exposed pedestrian crossings. • The outer travel lanes leave little room for a shoulder or buffer between vehicles traveling at high speeds, and people walking on adjacent sidewalks or waiting for a bus. • The lack of bicycle facilities on Highland Drive, coupled with high vehicular travel speeds, make this an uncomfortable route for cyclists who are not confident taking a full lane and riding in mixed traffic. • Frequent and extended accesses to private parking lots are prevalent across the corridor, particularly on the western side of Highland Drive, creating large areas in which pedestrians and vehicles entering/exiting adjacent land uses are in conflict with each other. • Street lighting is only provided sporadically through the corridor, creating areas that may feel unsafe for non-motorists outside of daylight hours. • Pedestrian crossings across Highland Drive are only provided at selected intersections; this inhibits pedestrian access from adjacent neighborhoods, as well as encouraging visitors to drive rather than walk between local destinations if they are patronizing multiple businesses. • The landscaped buffer to the east of Highland between Elgin Avenue and Miller Avenue is underutilized and under-maintained. Millcreek’s adopted City Center Master Plan lays out a set of goals and vision statements that describe what the community would like to see the City Center area become. Two of these goals are to create “a walkable urban place that is iconic” and that “design should support transportation alternatives.” Envisioning Highland Drive as a complete street directly supports these key goals by creating a streetscape where: • People can safety travel on foot or by bicycle; • The street includes greenery, shade, lighting, and gateway features that make it a visually appealing place to live, work, and visit; • Transit users can wait for, board, and alight from buses in safety and comfort; • Vehicle speeds, lane weaving, and noise are reduced. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 72 Recommended Improvements In order to address the conditions and deficiencies describe above, the project team assessed opportunities to implement complete streets design elements on Highland Drive between Millcreek’s northern municipal boundary and 3300 South. Illustrations depicting key recommendations for the corridor are presented in Appendix A, while a conceptual cross- section illustration is shown in Figure 16 (below). Recommendations for implementation throughout the corridor include the following: • Implementing dedicated bicycle facilities running in both directions, ranging from unbuffered bike lanes to a fully separated multi-use path, depending on right-of-way availability. • Creating center raised medians with trees and/or other vegetation, where appropriate, which provide benefits including beautification, traffic calming, access management, and creating opportunities for monument signage or other gateway features that provide a sense of arrival and define the City Center area as a distinctive place. • Consolidating business accesses where feasible, in order to reduce conflict points with bicyclists and pedestrians and improve traffic flow; this may include formalizing accesses to businesses that currently have continuous access to Highland Drive, and replacing rolled curbs with vertical curb and gutter to better delineate space for pedestrians and vehicles. • Creating curb bulb-outs and marked crosswalks at Highland Drive intersections where these features do not currently exist to improve pedestrian visibility, reduce pedestrian crossing distances, and slow turning vehicles, all of which enhance pedestrian safety and comfort. • Enhancing street lighting to provide a consistently lit corridor for pedestrians and other users wherever sidewalks are present. ---PAGE BREAK--- Highland Drive Corridor Study 73 Figure 16: Highland Drive Proposed Cross-Section Illustration ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 74 In conversations with businesses owners, city staff heard concerns that delivery vehicles (including truck and trailer vehicles) used by existing businesses may have difficulty navigating recommended improvements, such as reduced access widths, curb bulb-outs, and center raised medians/left turn restrictions. At locations where delivery vehicle access may conflict with these recommendations, refined designs should accommodate existing delivery vehicles while limiting their interactions with pedestrian and bicycle facilities to the greatest extent feasible. Access management, a process of regulating public access to and from properties adjacent to a roadway corridor, is an important recommendation of this plan. Common access management tools include curbed medians, driveway consolidation, and turn restrictions (e.g. right-in-right- out driveway). Where access is managed, driveways and side streets are designed to enable vehicles to enter and leave the roadway with minimal disruption to vehicle flow. Where there is no access management, turning vehicles can increase crash potential, reduce capacity, and erode the mobility of a corridor. The reduction in frequency and severity of crashes is important from a public safety perspective, but crash reduction also improves travel reliability since crash incidents can create substantial traffic congestion. In the context of study area, good access management practices may forestall need for roadway widening and improve safety for cyclists and pedestrians using the multi-use trail that crosses driveways and sidestreets. Several locations were also considered in greater detail. At 3000 South, vehicles making westbound left turns have limited space to do so due to the intersection’s close proximity to 3010 South. Vehicles making this turning movement may face high volumes of conflicting vehicular traffic and have difficulty making this movement safely. Signage restricting left turns during the AM and PM peak hours may be appropriate in this location. At the Elgin Avenue/3010 South intersection, the two side-street approaches are misaligned with each other. Reconfiguration of Highland Drive may present an opportunity to realign this intersection, which may be feasible with limited or no private property acquisitions. Currently, existing pedestrian volumes at this location do not warrant additional intersection controls. However, as redevelopment occurs this location may become a candidate for installing pedestrian crossing signals, such as a pedestrian hybrid beacon (PHB). The existing vegetated strip between Highland Drive and Mountair Drive provides an opportunity for both beautification and new amenities. Relocating the landscaped buffer to be immediately adjacent to the roadway would allow for a multi-use path to be installed on the ---PAGE BREAK--- Highland Drive Corridor Study 75 eastern side of this property. This would serve a dual function of providing traffic calming effects on Highland Drive, as well as creating a higher-comfort environment for pedestrians and bicyclists. The existing bus stops along this strip could be improved to provide bus pull-outs and improved stop amenities. The eastern and western legs of Woodland Avenue as it intersects Highland Drive are offset by approximately 60’. Because Woodland’s eastern leg is located to the south of its western leg, two vehicles attempting to simultaneously make northbound and southbound left turns onto Woodland from a two-way left turn lane at this location would conflict with each other. While the existing volumes of vehicles observed making these left turn movements at this location are fairly low (<10 potential conflicts per peak hour), restricting either northbound or southbound left turns is necessary to prevent conflicts. Under both observed conditions and projected future conditions, a northbound left turn restriction is less impactful and is therefore recommended. However, as redevelopment occurs in the City Center area, opportunities to realign this intersection and eliminate the offset between the eastern and western legs of Woodland should be sought out. At the southern terminus of the study area, a painted ‘bike box’ should be provided in front of the head of the outer lane of traffic. The bike box is a painted area of pavement that provides a visible place for bicyclists to queue ahead of traffic during a red signal phase, and helps to prevent ‘right hook’ accidents with vehicles making right turns when the green signal phase begins. However, use of the bike box requires a right turn on red prohibition for the southbound approach to the intersection. If preserving right turns on red is desired at this location, an alternative configuration would be to reduce the number of southbound through lanes at this approach from two to one; provide a dedicated right turn lane; and provide a through bike lane to the left of the right turn lane, with clear striping, coloring, and signage. Figure 17 below shows a comparison of these two potential options for the southbound approach to the Highland Drive/3300 South intersection. ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 76 Figure 17: Through Bike Lane with Right Turn Lane (Top) and Bike Box with Shared Through/Right (Bottom) at Highland Drive/3300 South Intersection ---PAGE BREAK--- 3 5 Recommendations and Implementation Based on the project team’s analysis of current and future traffic conditions and conceptual design analysis, reconfiguration of Highland Drive into a three-lane cross-section with complete streets improvements can enhance the street’s character, support redevelopment of the Millcreek City Center area, and improve safety and accessibility for bicyclists, pedestrians, and transit users, while preserving acceptable automotive traffic operations through the study area under market-driven estimates of 2030 background and redevelopment conditions. However, under the maximum buildout conditions posited by the ‘greatest impact’ scenario assessed in Chapter 3, the complete streets enhancements would come with a tradeoff of substantially increased delay, congestion, and travel times through the Highland Drive corridor. Our analysis of traffic conditions under existing intersection controls compared to roundabouts suggests that existing intersection controls will provide better circulation through the study area, as roundabouts are likely to increase delays for side-street approaches to Highland Drive. Many of the desired benefits of roundabouts (including traffic calming, gateway features, and green space) can be achieved through the use of planted center medians where full left-turn access is not required. The removal of two through lanes in favor of a two-way left turn lane on Highland Drive does not cause unacceptable impacts to traffic operations under market-driven estimates of 2030 ---PAGE BREAK--- Highland Drive Corridor Study November 1, 2019 78 development. However, this removal of roadway capacity under the ‘greatest impact’ scenario results in substantial congestion and delay, especially at the northbound and southbound chokepoints where Highland Drive’s cross-section goes from two through lanes to one. Operational impacts at these locations may affect upstream intersections, including having potential negative effects on east/west operations on 3300 South. The lane reconfiguration provides opportunities to implement dedicated bike lanes, install center medians, fill in sidewalk gaps, provide left turn lanes, build intersection bulb-outs, and create dedicated bus pull-out locations. Complementary measures such as lighting enhancements, gateway features (e.g. monument signage and/or public art in center medians), landscaping, and street furnishings should be pursued to enhance the value of these measures and further create a streetscape that is inviting and aesthetically pleasing. Finally, longer-term opportunities that should be considered include realignment of misaligned intersections, consolidation/formalization of business accesses, and installation of pedestrian hybrid beacons or other treatments. In order to ensure that the final design for an improved Highland Drive meets the goals of Millcreek and local stakeholders, a phased implementation approach may be desirable. For example, a first phase could involve restriping the road to implement the new lane configuration, including buffered and unbuffered bike lanes and marked pedestrian crossings. This phase could also include low-cost temporary installations of raised medians, curb extensions, and turn restrictions in order to evaluate how these features perform with respect to delivery vehicle access and queuing in left turn lanes. Permanent installations of planted center raised medians, curb extensions, new/enhanced sidewalks and above-curb bike facilities, bus pull-outs, street lighting, and similar amenities could then be implemented as a more intensive second phase. Any remaining improvements that are not possible or prioritized during phase two implementation could be reserved for a third phase as funding and/or redevelopment opportunities allow. ---PAGE BREAK--- Appendix A: Highland Drive Concept Illustrations ---PAGE BREAK--- page 1 page 2 page 3 page 4 page 5 Highland Drive Corridor Improvement Recommendations conceptual recommendations only - not to scale LEGEND Curb Additions Crosswalks Bike Crossings Landscaping ADA Ramp 3300 South Woodland Ave Miller Ave Gunn Ave Eigin Ave Hudson Ave Highland Drive ---PAGE BREAK--- page 1 Transition area Start Bike Lane Create and enforce a time restricted left turn out - only available during off-peak times Start Shared Lane Markings Center Raised Median with Gateway / Entrance Feature Maintain left turn into 3000 South End Bike Lane HUDSON AVE Zenith AVE HUDSON AVE 3000 S ---PAGE BREAK--- page 2 Above curb bike lane and sidewalk Curb extensions at all side streets Evaluate PHB / HAWK Control Multi-Use Trail Bus Pull-out with stop amenities Crosswalk striping on all legs Bike Merge to above curb facility Landscaped Buffer adjacent to roadway 3010 S ELGIN AVE GUNN AVE Raised Center Landscaped Median ~12-14’ Evaluate INTERSECTION REALIGNMENT ---PAGE BREAK--- page 3 Bus Pull-out with stop amenities MILLER AVE CRESCENT AVE Multi-Use Trail Landscaped Buffer adjacent to roadway Above curb bike lane and sidewalk UPGRADE SIGNAL REPLACE ROLLED CURB WITH VERTICAL WHERE POSSIBLE Bike Merge to above curb facility Raised Center Landscaped Median ~12-14’ Raised Center Landscaped Median ~12-14’ CLOSE DRIVEWAY BUFFERED Bike Lanes lane & 2’ Buffer INSTALL SIDEWALK ---PAGE BREAK--- page 4 INSTALL/FORMALIZE SIDEWALK WOODLAND AVE WOODLAND AVE 3205 S REPLACE ROLLED CURB WITH VERTICAL WHERE POSSIBLE CONSOLIDATE ACCESS AND/OR REDUCE LARGE DRIVEWAY WIDTHS BEGIN NORTHBOUND BIKE LANE Bus Pull-out with stop amenities Raised Center Landscaped Median (~12-14’) TRANSITION TO UNBUFFERED BIKE LANE BUFFERED Bike Lanes lane & 2’ Buffer RESTRICT NORTH- BOUND LEFT TURNS TO WOODLAND BEGIN TWO LANE SOUTHBOUND CROSS-SECTION Center Raised Median with Gateway / Entrance Feature Evaluate INTERSECTION REALIGNMENT ---PAGE BREAK--- page 5 SINGLE NORTHBOUND RECEIVING LANE BIKE BOX Curb extensions AT NORTH LEG Bus Pull-out with stop amenities ---PAGE BREAK--- Appendix B: Traffic Analysis Results ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 69 72 104.5% 44.5 6.8 D Through 370 365 98.7% 42.7 8.7 D Right Turn 132 134 101.7% 27.7 6.7 C Subtotal 571 572 100.1% 39.5 8.1 D Left Turn 61 59 97.2% 57.6 10.3 E Through 197 193 98.1% 40.4 5.5 D Right Turn 81 81 100.0% 5.4 1.2 A Subtotal 339 334 98.4% 35.7 4.0 D Left Turn 94 86 91.4% 17.0 4.3 B Through 415 423 101.8% 10.0 2.8 A Right Turn 32 32 98.8% 6.3 4.2 A Subtotal 541 540 99.8% 10.8 2.6 B Left Turn 91 93 102.3% 9.1 3.7 A Through 515 516 100.1% 6.5 2.0 A Right Turn 38 36 94.7% 4.2 3.5 A Subtotal 644 645 100.1% 6.7 2.0 A Total 2,095 2,090 99.8% 21.6 3.2 C 57.6 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 32 100.6% 4.8 2.7 A Through 423 409 96.7% 2.2 0.5 A Right Turn Subtotal 455 441 97.0% 2.4 0.6 A Left Turn Through 338 336 99.4% 2.2 0.5 A Right Turn 138 142 103.2% 0.5 0.3 A Subtotal 476 479 100.5% 1.7 0.3 A Left Turn 88 88 99.5% 24.2 3.8 C Through Right Turn 25 24 97.2% 4.7 1.1 A Subtotal 113 112 99.0% 20.7 3.3 C Left Turn Through Right Turn Subtotal Total 1,044 1,032 98.8% 4.3 0.6 A 23.9 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 498 484 97.1% 0.1 0.0 A Right Turn 13 13 100.8% 0.0 0.0 A Subtotal 511 497 97.2% 0.1 0.0 A Left Turn 32 31 97.8% 2.9 1.7 A Through 473 476 100.7% 1.9 0.4 A Right Turn Subtotal 505 508 100.5% 2.0 0.5 A Left Turn Through Right Turn Subtotal Left Turn 3 2 66.7% 9.0 9.3 A Through Right Turn 4 3 72.5% 1.5 2.4 A Subtotal 7 5 70.0% 10.5 7.8 B Total 1,023 1,009 98.7% 1.1 0.3 A 5.5 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 5 122.5% 0.5 0.4 A Through 495 479 96.8% 0.1 0.0 A Right Turn 3 3 83.3% 0.1 0.2 A Subtotal 502 487 97.0% 0.1 0.0 A Left Turn 2 2 105.0% 0.2 0.5 A Through 500 503 100.6% 0.2 0.0 A Right Turn 3 2 80.0% 0.4 0.6 A Subtotal 505 508 100.5% 0.2 0.0 A Left Turn 1 0 30.0% 0.9 2.7 A Through Right Turn 7 7 95.7% 7.2 0.7 A Subtotal 8 7 87.5% 7.3 0.7 A Left Turn 3 2 76.7% 4.3 4.9 A Through Right Turn 5 5 94.0% 5.6 0.9 A Subtotal 8 7 87.5% 6.1 0.9 A Total 1,023 1,008 98.6% 0.3 0.0 A 7.1 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 2 2 105.0% 0.1 0.1 A Through 486 472 97.1% 0.2 0.1 A Right Turn 13 11 84.6% 0.4 0.3 A Subtotal 501 485 96.8% 0.2 0.1 A Left Turn 9 10 110.0% 2.7 3.6 A Through 482 486 100.9% 0.3 0.2 A Right Turn 3 3 96.7% 0.4 0.4 A Subtotal 494 499 101.1% 0.4 0.2 A Left Turn 13 12 91.5% 6.5 0.7 A Through 4 4 87.5% 3.7 3.9 A Right Turn 17 17 97.6% 5.9 0.4 A Subtotal 34 32 94.1% 6.3 0.5 A Left Turn 6 5 86.7% 9.4 3.9 A Through Right Turn 7 8 110.0% 6.0 0.4 A Subtotal 13 13 99.2% 8.0 1.7 A Total 1,042 1,029 98.8% 0.6 0.1 A 7.7 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 204 201 98.7% 61.5 5.2 E Right Turn 497 489 98.4% 3.1 0.9 A Subtotal 701 690 98.5% 21.2 2.8 C Left Turn 1 1 50.0% 26.7 44.0 C Through 79 79 99.4% 53.6 6.8 D Right Turn 37 38 101.4% 25.3 10.7 C Subtotal 117 117 99.6% 45.0 7.6 D Left Turn 70 68 96.4% 72.6 6.8 E Through 444 429 96.7% 6.6 1.1 A Right Turn 6 6 101.7% 5.7 8.6 A Subtotal 520 503 96.7% 14.9 2.8 B Left Turn 301 292 96.9% 56.1 10.7 E Through 489 497 101.6% 6.6 1.7 A Right Turn 14 15 103.6% 2.0 1.4 A Subtotal 804 803 99.9% 23.8 2.8 C Total 2,142 2,113 98.6% 22.5 1.0 C 70.4 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 7 108.3% 0.9 1.0 A Through 603 597 99.0% 0.5 0.1 A Right Turn 3 2 76.7% 0.2 0.2 A Subtotal 612 606 99.0% 0.5 0.1 A Left Turn 13 13 98.5% 1.0 1.1 A Through 440 430 97.7% 0.3 0.1 A Right Turn 2 2 105.0% 0.1 0.2 A Subtotal 455 445 97.8% 0.3 0.1 A Left Turn 5 5 102.0% 7.0 8.7 A Through 4 5 117.5% 3.9 8.7 A Right Turn 8 7 90.0% 2.4 3.2 A Subtotal 17 17 100.0% 12.4 7.4 B Left Turn 8 7 91.3% 11.2 4.3 B Through 1 1 80.0% 3.9 5.8 A Right Turn 60 60 100.0% 8.4 1.1 A Subtotal 69 68 98.7% 8.8 1.5 A Total 1,153 1,136 98.5% 1.2 0.1 A 9.9 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 94.0% 0.4 0.5 A Through 610 605 99.1% 0.2 0.0 A Right Turn Subtotal 615 609 99.1% 0.2 0.0 A Left Turn Through 451 439 97.3% 0.2 0.1 A Right Turn 5 6 110.0% 0.2 0.2 A Subtotal 456 444 97.5% 0.2 0.1 A Left Turn 2 2 75.0% 1.6 2.6 A Through Right Turn 7 6 78.6% 6.8 3.0 A Subtotal 9 7 77.8% 6.9 3.0 A Left Turn Through Right Turn Subtotal Total 1,080 1,061 98.2% 0.2 0.1 A 5.2 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 7 82.2% 1.5 1.5 A Through 585 578 98.8% 1.0 0.3 A Right Turn 18 16 88.9% 1.0 1.4 A Subtotal 612 601 98.3% 1.0 0.3 A Left Turn 6 5 80.0% 4.9 9.3 A Through 441 428 97.1% 3.9 1.3 A Right Turn 9 9 96.7% 1.5 1.9 A Subtotal 456 442 96.9% 3.9 1.3 A Left Turn 5 6 118.0% 17.9 16.3 B Through 5 5 98.0% 13.7 13.1 B Right Turn 7 6 91.4% 5.1 3.4 A Subtotal 17 17 101.2% 17.3 8.1 B Left Turn 22 21 96.4% 25.8 8.2 C Through 3 3 106.7% 10.5 17.7 B Right Turn 24 25 102.5% 8.8 5.9 A Subtotal 49 49 100.0% 17.5 6.5 B Total 1,134 1,110 97.8% 3.3 0.8 A 24.6 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 8 97.5% 3.0 3.8 A Through 616 607 98.5% 0.5 0.2 A Right Turn 5 5 90.0% 0.3 0.3 A Subtotal 629 619 98.4% 0.5 0.2 A Left Turn 14 16 110.7% 3.9 2.8 A Through 450 436 96.8% 0.2 0.2 A Right Turn Subtotal 464 451 97.2% 0.4 0.3 A Left Turn 3 2 70.0% 9.8 10.0 A Through 2 2 120.0% 6.7 8.5 A Right Turn 4 4 87.5% 5.3 3.0 A Subtotal 9 8 88.9% 10.6 3.3 B Left Turn 2 2 100.0% 5.0 3.6 A Through Right Turn 12 10 83.3% 7.3 1.2 A Subtotal 14 12 85.7% 7.2 1.2 A Total 1,116 1,090 97.7% 0.7 0.2 A 9.8 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 94 98 104.6% 48.8 10.5 D Through 473 463 97.9% 39.9 4.4 D Right Turn 114 116 101.8% 32.1 5.7 C Subtotal 681 677 99.5% 39.8 4.2 D Left Turn 71 68 95.4% 45.4 7.6 D Through 331 314 95.0% 37.7 4.5 D Right Turn 55 57 103.1% 27.5 7.0 C Subtotal 457 439 96.0% 37.4 4.0 D Left Turn 54 53 97.8% 13.6 5.3 B Through 423 433 102.3% 8.7 2.4 A Right Turn 125 124 99.4% 3.0 0.6 A Subtotal 602 610 101.3% 8.0 1.8 A Left Turn 115 118 103.0% 17.7 4.1 B Through 490 486 99.1% 13.1 1.9 B Right Turn 106 106 100.2% 8.0 3.3 A Subtotal 711 710 99.9% 13.2 2.0 B Total 2,451 2,436 99.4% 24.0 1.7 C 45.2 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 714 711 99.6% 0.3 0.0 A Right Turn 3 3 103.3% 0.2 0.3 A Subtotal 717 714 99.6% 0.3 0.0 A Left Turn 4 2 60.0% 0.5 0.8 A Through 563 550 97.7% 0.1 0.0 A Right Turn Subtotal 567 552 97.4% 0.1 0.0 A Left Turn 6 5 86.7% 14.8 5.2 B Through Right Turn 1 1 80.0% 1.7 3.5 A Subtotal 7 6 85.7% 14.6 5.3 B Left Turn 6 4 70.0% 3.4 3.8 A Through Right Turn 8 8 97.5% 3.5 3.9 A Subtotal 14 12 85.7% 6.1 2.6 A Total 1,305 1,284 98.4% 0.3 0.0 A 11.2 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 63 65 102.5% 42.0 3.5 D Through 312 307 98.5% 42.3 3.7 D Right Turn 94 96 102.4% 23.0 6.1 C Subtotal 469 468 99.9% 38.3 3.7 D Left Turn 208 205 98.4% 46.7 6.4 D Through 445 441 99.0% 39.8 3.8 D Right Turn 127 129 101.3% 7.3 1.4 A Subtotal 780 774 99.2% 36.7 2.6 D Left Turn 144 136 94.5% 21.0 2.6 C Through 576 580 100.7% 14.9 1.5 B Right Turn 73 75 103.0% 12.1 4.5 B Subtotal 793 791 99.8% 15.6 1.4 B Left Turn 121 119 98.0% 16.3 3.9 B Through 564 564 100.1% 9.0 1.4 A Right Turn 135 133 98.8% 5.9 2.4 A Subtotal 820 816 99.6% 9.6 1.3 A Total 2,862 2,850 99.6% 23.8 1.2 C 42.0 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 103 101 97.8% 10.3 3.1 B Through 506 492 97.3% 2.8 0.7 A Right Turn Subtotal 609 593 97.3% 4.0 0.7 A Left Turn Through 747 743 99.4% 1.8 0.2 A Right Turn 269 271 100.8% 0.0 0.0 A Subtotal 1,016 1,014 99.8% 1.3 0.1 A Left Turn 309 306 98.9% 51.7 5.0 D Through Right Turn 151 154 101.9% 5.9 0.6 A Subtotal 460 460 99.9% 36.9 3.6 D Left Turn Through Right Turn Subtotal Total 2,085 2,066 99.1% 11.0 1.0 B 51.0 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 772 758 98.1% 0.2 0.0 A Right Turn 43 40 93.5% 0.0 0.0 A Subtotal 815 798 97.9% 0.2 0.0 A Left Turn 23 23 100.4% 2.9 2.3 A Through 1,001 1,001 100.0% 2.4 0.4 A Right Turn Subtotal 1,024 1,024 100.0% 2.4 0.4 A Left Turn Through Right Turn Subtotal Left Turn 15 13 86.0% 9.0 4.4 A Through Right Turn 29 28 97.2% 5.4 0.4 A Subtotal 44 41 93.4% 6.4 1.0 A Total 1,883 1,863 98.9% 1.6 0.2 A 9.0 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 100.0% 3.3 8.8 A Through 794 781 98.4% 0.1 0.0 A Right Turn 3 3 83.3% 0.2 0.2 A Subtotal 801 787 98.3% 0.1 0.0 A Left Turn 3 3 90.0% 1.8 3.2 A Through 1,015 1,017 100.2% 0.3 0.0 A Right Turn 5 5 100.0% 0.4 0.4 A Subtotal 1,023 1,025 100.1% 0.3 0.0 A Left Turn 3 2 66.7% 4.0 5.4 A Through Right Turn 5 5 102.0% 4.0 3.5 A Subtotal 8 7 88.8% 8.0 2.4 A Left Turn 4 2 50.0% 7.4 5.0 A Through Right Turn 5 4 80.0% 4.0 3.7 A Subtotal 9 6 66.7% 8.1 3.4 A Total 1,841 1,825 99.1% 0.3 0.0 A 5.4 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 18 87.6% 8.0 3.3 A Through 757 746 98.6% 0.4 0.2 A Right Turn 24 22 91.7% 0.6 0.2 A Subtotal 802 787 98.1% 0.5 0.3 A Left Turn 12 15 123.3% 4.7 2.2 A Through 983 984 100.1% 0.8 0.2 A Right Turn 3 3 106.7% 0.4 0.6 A Subtotal 998 1,002 100.4% 0.9 0.2 A Left Turn 4 4 95.0% 6.4 6.5 A Through 5 4 88.0% 7.6 5.7 A Right Turn 16 16 98.1% 5.8 0.3 A Subtotal 25 24 95.6% 6.9 1.7 A Left Turn 24 24 99.6% 12.4 6.9 B Through 4 5 125.0% 15.6 17.0 C Right Turn 15 14 94.0% 8.2 2.1 A Subtotal 43 43 100.0% 11.3 2.7 B Total 1,868 1,856 99.3% 1.0 0.2 A 14.5 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 7 120.0% 50.7 46.0 D Through 222 223 100.4% 53.9 5.5 D Right Turn 466 461 98.8% 2.3 0.7 A Subtotal 694 691 99.5% 18.8 2.2 B Left Turn 2 2 85.0% 14.2 31.3 B Through 287 287 100.1% 43.8 3.4 D Right Turn 200 198 98.9% 35.4 5.8 D Subtotal 489 487 99.5% 40.4 3.9 D Left Turn 164 160 97.6% 60.7 9.1 E Through 554 547 98.6% 28.7 2.2 C Right Turn 9 9 96.7% 18.8 9.5 B Subtotal 727 715 98.4% 35.6 3.4 D Left Turn 502 492 97.9% 64.8 23.7 E Through 850 852 100.2% 19.8 3.0 B Right Turn 33 35 106.7% 3.0 0.8 A Subtotal 1,385 1,379 99.5% 35.2 9.6 D Total 3,295 3,271 99.3% 32.6 4.6 C 63.8 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 4 74.0% 0.3 0.4 A Through 693 693 100.0% 0.3 0.1 A Right Turn 18 18 100.6% 0.6 0.3 A Subtotal 716 715 99.8% 0.3 0.1 A Left Turn 62 67 108.4% 1.0 0.3 A Through 701 687 98.0% 0.5 0.1 A Right Turn 11 10 92.7% 0.5 0.2 A Subtotal 774 764 98.8% 0.5 0.1 A Left Turn 11 11 99.1% 17.3 7.6 C Through 2 3 140.0% 6.1 5.5 A Right Turn 27 26 97.0% 8.0 2.2 A Subtotal 40 40 99.8% 11.0 2.9 B Left Turn 5 4 84.0% 16.4 14.4 C Through 3 3 113.3% 6.3 5.8 A Right Turn 36 37 101.7% 7.8 1.3 A Subtotal 44 44 100.5% 9.1 1.6 A Total 1,574 1,563 99.3% 1.0 0.1 A 12.8 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 95.0% 1.2 2.1 A Through 709 709 99.9% 0.2 0.1 A Right Turn Subtotal 713 712 99.9% 0.2 0.1 A Left Turn Through 724 709 97.9% 0.3 0.1 A Right Turn 9 9 95.6% 0.6 0.3 A Subtotal 733 717 97.8% 0.3 0.1 A Left Turn 7 7 92.9% 12.4 8.8 B Through Right Turn 6 6 93.3% 4.0 2.8 A Subtotal 13 12 93.1% 9.4 3.7 A Left Turn Through Right Turn Subtotal Total 1,459 1,442 98.8% 0.3 0.1 A 12.4 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 12 11 92.5% 5.4 4.5 A Through 684 685 100.1% 4.1 0.7 A Right Turn 47 46 98.3% 1.7 0.7 A Subtotal 743 742 99.8% 4.0 0.7 A Left Turn 7 6 82.9% 8.0 7.5 A Through 710 696 98.0% 4.5 1.0 A Right Turn 22 21 94.1% 3.9 3.5 A Subtotal 739 722 97.7% 4.6 1.0 A Left Turn 34 35 104.1% 21.9 5.2 C Through 16 14 85.6% 27.9 8.5 C Right Turn 24 25 103.8% 12.5 7.9 B Subtotal 74 74 100.0% 19.1 5.2 B Left Turn 27 27 98.9% 19.7 7.2 B Through 8 9 110.0% 27.8 5.2 C Right Turn 10 10 97.0% 8.0 6.8 A Subtotal 45 45 100.4% 19.1 4.8 B Total 1,601 1,583 98.9% 5.6 0.5 A 22.9 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 98.3% 3.6 4.6 A Through 733 731 99.7% 0.5 0.2 A Right Turn 4 4 97.5% 0.2 0.5 A Subtotal 743 741 99.7% 0.6 0.2 A Left Turn 18 18 100.0% 5.1 3.2 A Through 731 717 98.1% 0.3 0.1 A Right Turn 2 1 70.0% 0.2 0.2 A Subtotal 751 736 98.1% 0.4 0.2 A Left Turn 6 6 100.0% 12.8 3.1 B Through 1 0 30.0% 0.7 2.3 A Right Turn 19 17 91.6% 8.5 1.0 A Subtotal 26 24 91.2% 9.9 1.3 A Left Turn 4 5 112.5% 9.9 6.5 A Through 1 1 110.0% 2.9 6.5 A Right Turn 19 19 97.9% 7.7 1.7 A Subtotal 24 24 100.8% 8.9 2.4 A Total 1,544 1,525 98.8% 0.8 0.2 A 9.3 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 127 129 101.8% 64.1 14.9 E Through 516 512 99.1% 37.8 3.8 D Right Turn 143 143 99.8% 31.9 4.8 C Subtotal 786 784 99.7% 41.3 4.2 D Left Turn 149 143 96.0% 30.7 5.2 C Through 546 533 97.6% 19.9 3.6 B Right Turn 92 93 100.7% 15.0 4.8 B Subtotal 787 769 97.7% 21.5 2.9 C Left Turn 117 119 101.5% 25.4 5.2 C Through 669 669 100.0% 17.6 1.6 B Right Turn 175 175 99.8% 4.7 0.9 A Subtotal 961 962 100.1% 16.2 1.7 B Left Turn 160 167 104.4% 25.6 3.6 C Through 605 598 98.9% 20.8 2.2 C Right Turn 145 143 98.8% 21.0 5.7 C Subtotal 910 909 99.9% 21.5 2.1 C Total 3,444 3,423 99.4% 24.4 1.0 C 81.2 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 775 774 99.8% 0.3 0.0 A Right Turn 18 18 98.9% 0.6 0.4 A Subtotal 793 791 99.8% 0.3 0.0 A Left Turn 19 17 87.4% 4.3 2.9 A Through 866 861 99.5% 0.1 0.0 A Right Turn Subtotal 885 878 99.2% 0.2 0.1 A Left Turn 6 5 81.7% 15.5 4.5 C Through Right Turn 1 1 110.0% 2.1 4.5 A Subtotal 7 6 85.7% 15.4 4.5 C Left Turn 4 3 85.0% 2.5 5.3 A Through Right Turn 14 13 90.0% 5.2 4.2 A Subtotal 18 16 88.9% 7.7 4.1 A Total 1,703 1,691 99.3% 0.4 0.0 A 14.7 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 73 76 104.7% 45.1 10.7 D Through 389 383 98.4% 43.0 6.4 D Right Turn 139 141 101.4% 31.4 10.2 C Subtotal 601 600 99.8% 40.6 7.0 D Left Turn 65 62 95.4% 54.9 12.4 D Through 207 201 97.3% 35.5 6.7 D Right Turn 86 86 99.9% 5.8 1.3 A Subtotal 358 349 97.6% 30.7 4.6 C Left Turn 99 91 92.3% 19.2 6.1 B Through 436 444 101.7% 12.1 2.5 B Right Turn 34 34 99.7% 8.1 4.0 A Subtotal 569 569 100.0% 13.2 2.5 B Left Turn 96 98 101.9% 15.0 2.9 B Through 541 539 99.6% 8.9 1.8 A Right Turn 40 38 95.0% 5.7 3.0 A Subtotal 677 675 99.7% 9.6 1.7 A Total 2,205 2,193 99.4% 22.6 1.9 C 50.4 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 34 35 101.8% 4.6 1.5 A Through 445 431 96.8% 2.0 0.5 A Right Turn Subtotal 479 465 97.1% 2.2 0.5 A Left Turn Through 356 351 98.6% 2.5 0.4 A Right Turn 145 149 102.4% 0.2 0.3 A Subtotal 501 500 99.7% 1.8 0.3 A Left Turn 93 92 98.9% 23.7 4.5 C Through Right Turn 27 27 98.5% 4.8 0.8 A Subtotal 120 119 98.8% 20.0 3.8 C Left Turn Through Right Turn Subtotal Total 1,100 1,084 98.5% 4.2 0.6 A 23.5 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 524 508 96.9% 0.1 0.0 A Right Turn 14 15 107.1% 0.0 0.0 A Subtotal 538 523 97.2% 0.1 0.0 A Left Turn 34 33 96.5% 1.6 1.0 A Through 497 497 99.9% 2.0 0.4 A Right Turn Subtotal 531 530 99.7% 1.9 0.4 A Left Turn Through Right Turn Subtotal Left Turn 4 3 75.0% 7.4 1.2 A Through Right Turn 5 4 80.0% 5.3 0.7 A Subtotal 9 7 77.8% 6.2 0.8 A Total 1,078 1,059 98.3% 1.1 0.2 A 7.4 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 94.0% 0.3 0.3 A Through 520 503 96.8% 0.1 0.0 A Right Turn 4 4 100.0% 0.2 0.3 A Subtotal 529 512 96.8% 0.1 0.0 A Left Turn 3 3 86.7% 0.5 1.0 A Through 525 527 100.4% 0.2 0.1 A Right Turn 4 3 80.0% 0.2 0.3 A Subtotal 532 533 100.2% 0.2 0.1 A Left Turn 2 1 65.0% 3.3 4.4 A Through Right Turn 8 7 83.8% 7.1 0.7 A Subtotal 10 8 80.0% 7.3 0.8 A Left Turn 4 3 67.5% 7.5 5.9 A Through Right Turn 6 5 88.3% 5.7 1.0 A Subtotal 10 8 80.0% 6.9 2.0 A Total 1,081 1,061 98.1% 0.4 0.0 A 7.0 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 3 3 83.3% 0.7 1.1 A Through 511 494 96.7% 0.2 0.1 A Right Turn 14 14 98.6% 0.5 0.2 A Subtotal 528 510 96.6% 0.2 0.1 A Left Turn 10 11 109.0% 4.6 3.7 A Through 507 509 100.5% 0.4 0.1 A Right Turn 4 4 102.5% 0.3 0.4 A Subtotal 521 524 100.7% 0.5 0.2 A Left Turn 14 13 93.6% 7.1 1.1 A Through 5 5 92.0% 8.9 4.4 A Right Turn 18 18 102.2% 6.3 0.8 A Subtotal 37 36 97.6% 7.0 0.7 A Left Turn 7 5 74.3% 2.8 3.7 A Through Right Turn 8 8 96.3% 3.7 3.3 A Subtotal 15 13 86.0% 6.5 1.1 A Total 1,101 1,084 98.4% 0.6 0.1 A 7.3 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 215 214 99.7% 58.0 3.0 E Right Turn 522 513 98.2% 3.2 1.2 A Subtotal 737 727 98.6% 18.9 1.9 B Left Turn 2 1 70.0% 28.8 37.7 C Through 83 82 98.4% 54.3 9.4 D Right Turn 39 39 98.7% 25.9 10.5 C Subtotal 124 122 98.1% 44.1 9.1 D Left Turn 74 71 96.1% 78.3 5.8 E Through 467 443 94.9% 9.4 1.2 A Right Turn 7 7 105.7% 4.2 3.4 A Subtotal 548 522 95.2% 19.7 2.3 B Left Turn 317 310 97.7% 53.3 3.6 D Through 514 519 101.0% 7.7 1.5 A Right Turn 15 15 98.0% 3.0 2.0 A Subtotal 846 844 99.7% 24.5 1.4 C Total 2,255 2,214 98.2% 22.8 1.3 C 68.5 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 6 80.0% 0.7 0.9 A Through 634 627 98.9% 0.4 0.1 A Right Turn 4 4 100.0% 0.2 0.2 A Subtotal 645 637 98.7% 0.4 0.1 A Left Turn 14 15 105.0% 1.2 0.7 A Through 462 450 97.3% 0.6 0.1 A Right Turn 3 4 123.3% 0.4 0.5 A Subtotal 479 468 97.7% 0.6 0.1 A Left Turn 6 6 98.3% 9.3 3.9 A Through 5 5 98.0% 12.9 6.4 B Right Turn 9 8 91.1% 8.1 2.1 A Subtotal 20 19 95.0% 10.0 1.8 B Left Turn 9 8 91.1% 7.8 3.8 A Through 2 3 135.0% 4.5 7.6 A Right Turn 63 62 98.7% 7.8 0.7 A Subtotal 74 73 98.8% 8.1 0.9 A Total 1,218 1,197 98.3% 1.1 0.1 A 9.5 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 7 110.0% 1.2 1.3 A Through 642 634 98.8% 0.2 0.1 A Right Turn Subtotal 648 641 98.9% 0.2 0.1 A Left Turn Through 474 459 96.9% 0.2 0.1 A Right Turn 6 6 105.0% 0.5 0.3 A Subtotal 480 466 97.0% 0.2 0.1 A Left Turn 3 2 76.7% 6.7 5.6 A Through Right Turn 8 8 96.3% 5.8 1.1 A Subtotal 11 10 90.9% 6.9 1.8 A Left Turn Through Right Turn Subtotal Total 1,139 1,117 98.0% 0.3 0.1 A 6.6 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 10 9 90.0% 1.5 2.3 A Through 615 608 98.9% 1.6 0.5 A Right Turn 19 16 85.3% 0.5 0.2 A Subtotal 644 633 98.3% 1.6 0.6 A Left Turn 7 7 97.1% 3.9 5.1 A Through 464 450 97.0% 3.7 1.1 A Right Turn 10 9 92.0% 1.9 1.8 A Subtotal 481 466 96.9% 3.7 1.1 A Left Turn 6 7 116.7% 22.8 12.5 C Through 6 6 93.3% 15.2 15.2 B Right Turn 8 8 95.0% 6.8 5.9 A Subtotal 20 20 101.0% 16.7 9.0 B Left Turn 24 22 92.9% 20.7 3.3 C Through 4 4 102.5% 18.9 18.5 B Right Turn 26 26 98.8% 8.7 2.3 A Subtotal 54 52 96.5% 14.9 3.0 B Total 1,199 1,172 97.7% 3.6 0.4 A 22.6 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 9 102.2% 2.5 2.4 A Through 647 638 98.5% 0.6 0.2 A Right Turn 6 5 78.3% 0.2 0.2 A Subtotal 662 651 98.4% 0.6 0.2 A Left Turn 15 15 100.7% 5.0 3.3 A Through 473 456 96.5% 0.2 0.2 A Right Turn Subtotal 488 471 96.6% 0.4 0.5 A Left Turn 4 4 90.0% 9.4 13.2 A Through 3 3 110.0% 5.8 5.6 A Right Turn 5 5 102.0% 7.2 1.3 A Subtotal 12 12 100.0% 9.1 3.3 A Left Turn 3 3 113.3% 9.5 8.6 A Through Right Turn 13 11 81.5% 7.9 1.9 A Subtotal 16 14 87.5% 8.8 2.4 A Total 1,178 1,149 97.5% 0.8 0.2 A 9.5 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 99 103 104.3% 47.7 5.1 D Through 497 487 98.0% 37.8 3.3 D Right Turn 120 121 101.1% 25.3 7.0 C Subtotal 716 712 99.4% 37.2 2.9 D Left Turn 75 74 98.0% 45.6 6.5 D Through 348 332 95.4% 37.3 3.6 D Right Turn 58 58 99.5% 22.9 10.7 C Subtotal 481 463 96.3% 36.8 3.6 D Left Turn 57 55 97.0% 16.7 4.5 B Through 445 454 102.1% 9.7 2.4 A Right Turn 132 130 98.7% 2.7 0.6 A Subtotal 634 640 100.9% 8.9 2.1 A Left Turn 121 126 104.0% 17.3 3.7 B Through 515 510 99.0% 14.7 3.5 B Right Turn 112 112 99.6% 11.0 3.0 B Subtotal 748 747 99.9% 14.4 2.8 B Total 2,579 2,562 99.3% 24.0 1.6 C 43.6 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 750 747 99.6% 0.4 0.1 A Right Turn 4 4 90.0% 0.3 0.3 A Subtotal 754 751 99.5% 0.4 0.1 A Left Turn 5 3 66.0% 2.8 4.5 A Through 592 581 98.2% 0.1 0.0 A Right Turn Subtotal 597 585 97.9% 0.1 0.0 A Left Turn 7 5 77.1% 11.9 3.9 B Through Right Turn 2 2 80.0% 1.7 3.7 A Subtotal 9 7 77.8% 11.8 4.0 B Left Turn 7 6 87.1% 8.5 1.7 A Through Right Turn 9 9 98.9% 6.5 0.5 A Subtotal 16 15 93.8% 7.3 0.9 A Total 1,376 1,357 98.6% 0.5 0.1 A 11.3 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 67 69 102.5% 39.4 7.5 D Through 328 322 98.0% 39.7 3.5 D Right Turn 99 101 101.5% 25.0 4.7 C Subtotal 494 491 99.3% 36.5 3.4 D Left Turn 219 215 98.1% 51.4 9.5 D Through 468 464 99.1% 35.7 2.3 D Right Turn 134 135 100.4% 7.3 1.3 A Subtotal 821 813 99.0% 35.8 3.6 D Left Turn 152 144 94.8% 23.0 5.8 C Through 605 607 100.4% 15.0 2.7 B Right Turn 77 81 105.2% 13.4 3.7 B Subtotal 834 832 99.8% 16.3 2.5 B Left Turn 128 124 96.8% 19.5 6.5 B Through 593 592 99.8% 10.2 2.6 B Right Turn 142 139 98.1% 7.8 2.6 A Subtotal 863 855 99.1% 11.1 1.9 B Total 3,012 2,991 99.3% 24.2 1.5 C 45.0 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 109 109 99.9% 10.9 4.6 B Through 533 515 96.7% 3.3 0.7 A Right Turn Subtotal 642 624 97.2% 4.6 0.7 A Left Turn Through 785 780 99.3% 1.9 0.3 A Right Turn 283 285 100.8% 0.0 0.1 A Subtotal 1,068 1,065 99.7% 1.4 0.2 A Left Turn 325 321 98.8% 51.7 4.3 D Through Right Turn 159 162 101.6% 5.8 0.7 A Subtotal 484 483 99.7% 37.2 3.8 D Left Turn Through Right Turn Subtotal Total 2,194 2,172 99.0% 11.3 0.9 B 51.2 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 812 791 97.4% 0.2 0.1 A Right Turn 46 45 97.8% 0.0 0.0 A Subtotal 858 836 97.5% 0.2 0.1 A Left Turn 25 25 100.8% 2.5 2.5 A Through 1,052 1,051 99.9% 2.1 0.3 A Right Turn Subtotal 1,077 1,076 99.9% 2.2 0.3 A Left Turn Through Right Turn Subtotal Left Turn 16 14 90.0% 8.7 1.9 A Through Right Turn 31 31 99.4% 5.3 0.5 A Subtotal 47 45 96.2% 6.4 0.7 A Total 1,982 1,958 98.8% 1.4 0.2 A 8.7 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 94.0% 1.2 1.5 A Through 834 816 97.8% 0.1 0.0 A Right Turn 4 3 85.0% 0.2 0.2 A Subtotal 843 824 97.7% 0.1 0.0 A Left Turn 4 4 97.5% 0.5 0.7 A Through 1,066 1,068 100.1% 0.3 0.0 A Right Turn 6 5 88.3% 0.5 0.3 A Subtotal 1,076 1,077 100.1% 0.3 0.0 A Left Turn 4 3 67.5% 0.0 0.0 A Through Right Turn 6 5 90.0% 1.5 3.2 A Subtotal 10 8 81.0% 1.5 3.2 A Left Turn 5 4 86.0% 10.8 6.9 B Through Right Turn 6 6 95.0% 2.8 3.1 A Subtotal 11 10 90.9% 9.8 3.6 A Total 1,940 1,919 98.9% 0.3 0.0 A 5.9 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 23 20 87.8% 10.0 6.6 A Through 795 780 98.1% 0.5 0.2 A Right Turn 26 23 88.1% 0.6 0.1 A Subtotal 844 823 97.5% 0.7 0.3 A Left Turn 13 15 116.9% 6.4 7.3 A Through 1,033 1,035 100.2% 1.0 0.3 A Right Turn 4 5 115.0% 0.3 0.4 A Subtotal 1,050 1,055 100.4% 1.0 0.3 A Left Turn 5 5 94.0% 5.8 2.1 A Through 6 5 86.7% 8.1 6.6 A Right Turn 17 16 94.1% 6.0 0.4 A Subtotal 28 26 92.5% 7.0 1.5 A Left Turn 26 26 99.2% 16.7 5.6 C Through 5 6 126.0% 18.8 11.5 C Right Turn 16 15 92.5% 8.8 3.8 A Subtotal 47 47 99.8% 15.0 4.7 B Total 1,969 1,950 99.1% 1.3 0.4 A 18.8 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 7 97.1% 61.5 26.3 E Through 234 234 100.0% 49.5 6.8 D Right Turn 490 481 98.1% 2.3 0.5 A Subtotal 731 722 98.7% 17.5 3.1 B Left Turn 3 2 80.0% 15.7 32.8 B Through 302 300 99.4% 43.7 5.0 D Right Turn 210 208 99.2% 32.0 4.5 C Subtotal 515 511 99.2% 38.5 3.5 D Left Turn 173 167 96.3% 55.2 8.8 E Through 582 572 98.3% 28.6 2.8 C Right Turn 10 10 97.0% 16.9 12.4 B Subtotal 765 749 97.8% 34.2 3.1 C Left Turn 528 513 97.1% 86.4 27.5 F Through 893 893 100.0% 23.3 3.9 C Right Turn 35 38 107.1% 5.3 1.9 A Subtotal 1,456 1,443 99.1% 44.8 9.9 D Total 3,467 3,425 98.8% 35.9 4.2 D 83.1 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 93.3% 0.6 0.5 A Through 728 722 99.1% 0.3 0.1 A Right Turn 19 19 101.6% 0.5 0.5 A Subtotal 753 746 99.1% 0.3 0.1 A Left Turn 66 72 108.5% 0.9 0.3 A Through 737 718 97.4% 0.5 0.1 A Right Turn 12 10 83.3% 0.5 0.3 A Subtotal 815 799 98.1% 0.5 0.1 A Left Turn 12 12 96.7% 18.8 8.8 C Through 3 4 120.0% 11.0 10.1 B Right Turn 29 27 92.1% 10.5 6.0 B Subtotal 44 42 95.2% 13.2 5.4 B Left Turn 6 5 83.3% 15.3 10.7 C Through 4 5 120.0% 10.2 8.8 B Right Turn 38 37 98.4% 8.4 0.9 A Subtotal 48 47 98.3% 9.9 1.2 A Total 1,660 1,635 98.5% 1.1 0.2 A 12.4 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 4 78.0% 1.1 1.7 A Through 745 739 99.2% 0.1 0.0 A Right Turn Subtotal 750 743 99.1% 0.2 0.0 A Left Turn Through 762 741 97.3% 0.3 0.1 A Right Turn 10 8 82.0% 0.6 0.5 A Subtotal 772 750 97.1% 0.3 0.1 A Left Turn 8 6 78.8% 11.6 6.7 B Through Right Turn 7 6 82.9% 4.3 3.2 A Subtotal 15 12 80.7% 9.5 3.9 A Left Turn Through Right Turn Subtotal Total 1,537 1,505 97.9% 0.3 0.0 A 9.9 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 13 12 90.0% 9.7 4.8 A Through 719 713 99.2% 4.8 0.9 A Right Turn 50 50 100.6% 2.4 1.4 A Subtotal 782 775 99.1% 4.7 1.0 A Left Turn 8 8 100.0% 6.8 7.5 A Through 746 725 97.2% 4.7 0.7 A Right Turn 24 22 91.7% 3.5 2.5 A Subtotal 778 755 97.0% 4.7 0.7 A Left Turn 36 37 102.8% 21.1 3.8 C Through 17 14 83.5% 24.2 9.6 C Right Turn 26 26 99.6% 8.4 3.2 A Subtotal 79 77 97.6% 17.3 3.8 B Left Turn 29 28 97.9% 22.1 5.1 C Through 9 10 107.8% 24.2 7.7 C Right Turn 11 10 92.7% 6.1 5.2 A Subtotal 49 48 98.6% 18.8 3.5 B Total 1,688 1,656 98.1% 5.9 0.5 A 23.1 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 8 107.1% 2.4 2.8 A Through 770 764 99.2% 0.4 0.1 A Right Turn 5 5 104.0% 0.4 0.3 A Subtotal 782 777 99.3% 0.4 0.1 A Left Turn 19 17 86.8% 5.0 4.4 A Through 768 748 97.4% 0.4 0.2 A Right Turn 3 3 90.0% 0.2 0.2 A Subtotal 790 767 97.1% 0.4 0.3 A Left Turn 7 7 104.3% 13.1 7.8 B Through 2 1 65.0% 5.9 11.3 A Right Turn 20 19 95.5% 7.5 1.0 A Subtotal 29 28 95.5% 9.3 1.4 A Left Turn 5 5 102.0% 7.3 4.7 A Through 2 2 80.0% 3.4 5.6 A Right Turn 20 19 93.0% 8.8 2.0 A Subtotal 27 25 93.7% 9.3 1.7 A Total 1,628 1,597 98.1% 0.8 0.2 A 10.8 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 134 135 100.7% 80.4 24.3 F Through 542 537 99.1% 38.1 2.5 D Right Turn 151 151 100.2% 31.3 3.1 C Subtotal 827 823 99.6% 44.2 4.3 D Left Turn 157 150 95.5% 29.8 7.1 C Through 574 555 96.6% 14.5 3.5 B Right Turn 97 98 100.9% 12.0 5.6 B Subtotal 828 802 96.9% 17.2 3.3 B Left Turn 123 123 100.2% 27.2 4.4 C Through 703 700 99.5% 18.7 1.7 B Right Turn 184 185 100.3% 4.4 1.0 A Subtotal 1,010 1,008 99.8% 17.3 1.5 B Left Turn 168 175 104.4% 30.9 6.2 C Through 636 627 98.6% 22.2 3.1 C Right Turn 153 151 98.8% 18.5 4.1 B Subtotal 957 954 99.7% 23.3 2.3 C Total 3,622 3,587 99.0% 25.1 1.6 C 80.4 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 814 811 99.6% 0.3 0.0 A Right Turn 19 19 98.4% 0.6 0.2 A Subtotal 833 829 99.6% 0.3 0.0 A Left Turn 20 18 88.5% 3.0 1.6 A Through 910 900 98.9% 0.1 0.0 A Right Turn Subtotal 930 918 98.7% 0.2 0.1 A Left Turn 7 5 71.4% 14.2 5.4 B Through Right Turn 2 2 100.0% 2.6 4.2 A Subtotal 9 7 77.8% 13.1 4.5 B Left Turn 5 5 104.0% 7.2 5.9 A Through Right Turn 15 15 98.7% 6.6 0.7 A Subtotal 20 20 100.0% 7.2 0.9 A Total 1,792 1,774 99.0% 0.4 0.0 A 12.7 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 69 71 102.8% 41.5 8.2 D Through 378 372 98.3% 41.0 7.2 D Right Turn 142 146 102.6% 27.8 7.1 C Subtotal 589 588 99.9% 37.7 7.0 D Left Turn 93 91 97.4% 44.9 9.6 D Through 206 201 97.5% 31.9 4.0 C Right Turn 93 95 101.7% 5.9 1.2 A Subtotal 392 386 98.5% 27.6 3.5 C Left Turn 106 99 93.1% 18.9 4.8 B Through 431 437 101.5% 12.9 1.1 B Right Turn 32 33 103.4% 8.4 3.5 A Subtotal 569 569 100.0% 13.8 1.4 B Left Turn 104 104 100.4% 13.3 4.6 B Through 534 531 99.5% 10.5 2.2 B Right Turn 68 68 99.7% 7.1 2.1 A Subtotal 706 703 99.6% 10.6 1.6 B Total 2,256 2,247 99.6% 21.6 2.2 C 47.7 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 36 36 100.6% 4.2 1.5 A Through 467 455 97.4% 2.3 0.4 A Right Turn Subtotal 503 491 97.7% 2.5 0.4 A Left Turn Through 387 386 99.7% 2.3 0.4 A Right Turn 145 150 103.2% 0.6 0.4 A Subtotal 532 536 100.7% 1.9 0.3 A Left Turn 93 90 97.2% 23.8 4.6 C Through Right Turn 29 28 97.2% 4.8 0.7 A Subtotal 122 119 97.2% 20.0 4.0 B Left Turn Through Right Turn Subtotal Total 1,157 1,145 99.0% 4.2 0.6 A 23.8 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 525 511 97.4% 0.1 0.0 A Right Turn 35 34 97.4% 0.0 0.0 A Subtotal 560 545 97.4% 0.1 0.0 A Left Turn 40 41 102.8% 2.4 1.6 A Through 516 519 100.6% 1.9 0.7 A Right Turn Subtotal 556 560 100.8% 2.0 0.6 A Left Turn Through Right Turn Subtotal Left Turn 16 16 101.9% 7.9 1.5 A Through Right Turn 11 10 89.1% 5.3 0.7 A Subtotal 27 26 96.7% 6.8 0.8 A Total 1,143 1,132 99.0% 1.3 0.3 A 7.9 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 0.8 1.3 A Through 511 497 97.3% 0.1 0.1 A Right Turn 21 20 95.2% 0.4 0.1 A Subtotal 536 521 97.2% 0.1 0.1 A Left Turn 12 11 87.5% 0.4 0.2 A Through 518 522 100.8% 0.2 0.0 A Right Turn 3 3 110.0% 0.5 0.3 A Subtotal 533 536 100.6% 0.2 0.0 A Left Turn 1 0 30.0% 0.9 2.7 A Through Right Turn 7 7 95.7% 7.3 0.7 A Subtotal 8 7 87.5% 7.4 0.6 A Left Turn 36 35 95.8% 9.3 1.5 A Through Right Turn 23 22 95.7% 7.0 1.0 A Subtotal 59 57 95.8% 8.4 1.2 A Total 1,136 1,121 98.7% 1.0 0.1 A 8.3 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 2.1 4.5 A Through 518 504 97.2% 0.1 0.0 A Right Turn 13 11 83.8% 0.6 0.5 A Subtotal 535 519 97.0% 0.2 0.1 A Left Turn 9 10 113.3% 1.6 1.9 A Through 508 510 100.5% 0.3 0.1 A Right Turn 3 3 93.3% 0.5 1.1 A Subtotal 520 523 100.7% 0.4 0.1 A Left Turn 13 12 94.6% 6.2 0.4 A Through 4 4 100.0% 4.0 4.2 A Right Turn 19 20 104.2% 5.4 1.9 A Subtotal 36 36 100.3% 6.3 0.5 A Left Turn 6 5 86.7% 8.6 4.1 A Through Right Turn 7 8 110.0% 6.2 0.5 A Subtotal 13 13 99.2% 7.9 1.8 A Total 1,104 1,091 98.8% 0.6 0.1 A 8.6 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 216 214 99.0% 58.3 3.2 E Right Turn 527 519 98.4% 3.0 1.2 A Subtotal 743 733 98.6% 19.7 2.7 B Left Turn 1 1 70.0% 0.6 1.6 A Through 90 89 98.7% 54.1 7.0 D Right Turn 45 45 100.7% 27.6 12.1 C Subtotal 136 135 99.1% 46.1 6.7 D Left Turn 79 77 96.8% 68.6 7.4 E Through 467 450 96.4% 8.8 1.7 A Right Turn 6 6 103.3% 3.0 3.0 A Subtotal 552 533 96.5% 17.0 3.5 B Left Turn 328 319 97.3% 51.5 3.1 D Through 507 514 101.4% 7.2 1.3 A Right Turn 14 14 97.1% 2.5 2.1 A Subtotal 849 847 99.7% 23.5 2.3 C Total 2,280 2,247 98.5% 22.6 1.6 C 67.2 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 101.7% 0.5 0.5 A Through 645 639 99.1% 0.3 0.1 A Right Turn 7 7 105.7% 0.4 0.4 A Subtotal 658 653 99.2% 0.3 0.1 A Left Turn 13 14 106.9% 0.7 0.4 A Through 478 465 97.3% 0.6 0.1 A Right Turn 2 1 60.0% 0.1 0.3 A Subtotal 493 480 97.4% 0.6 0.1 A Left Turn 5 5 102.0% 9.1 6.0 A Through 4 5 117.5% 11.1 5.0 B Right Turn 8 7 90.0% 8.1 4.0 A Subtotal 17 17 100.0% 10.4 3.6 B Left Turn 2 12 595.0% 12.2 5.1 B Through 1 1 100.0% 3.7 6.3 A Right Turn 60 60 100.2% 7.3 0.6 A Subtotal 63 73 115.9% 8.0 0.8 A Total 1,231 1,223 99.4% 1.0 0.2 A 8.7 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 19 91.4% 1.6 1.0 A Through 636 632 99.4% 0.2 0.1 A Right Turn Subtotal 657 651 99.1% 0.2 0.1 A Left Turn Through 482 469 97.3% 0.2 0.1 A Right Turn 16 16 97.5% 0.6 0.3 A Subtotal 498 485 97.3% 0.2 0.1 A Left Turn 22 22 97.7% 13.7 7.6 B Through Right Turn 37 36 96.2% 6.9 1.7 A Subtotal 59 57 96.8% 9.2 3.0 A Left Turn Through Right Turn Subtotal Total 1,214 1,193 98.3% 0.4 0.1 A 9.5 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 21 101.9% 2.8 2.5 A Through 613 606 98.8% 1.6 0.8 A Right Turn 19 17 91.1% 0.8 0.8 A Subtotal 653 644 98.7% 1.6 0.7 A Left Turn 8 8 96.3% 3.3 4.5 A Through 491 480 97.7% 4.5 1.2 A Right Turn 18 16 91.1% 2.6 2.2 A Subtotal 517 504 97.4% 4.4 1.2 A Left Turn 18 20 108.9% 23.3 4.3 C Through 6 4 70.0% 13.2 17.4 B Right Turn 18 18 98.3% 8.5 4.6 A Subtotal 42 42 98.8% 17.5 2.2 B Left Turn 24 23 94.2% 21.3 3.5 C Through 4 4 105.0% 18.8 18.5 B Right Turn 25 25 101.2% 9.1 2.6 A Subtotal 53 52 98.3% 15.4 2.8 B Total 1,265 1,242 98.2% 4.1 0.5 A 23.2 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 9 116.3% 2.5 3.4 A Through 657 652 99.2% 0.5 0.1 A Right Turn 5 5 102.0% 0.3 0.2 A Subtotal 670 666 99.4% 0.5 0.1 A Left Turn 14 14 97.9% 5.7 4.2 A Through 507 492 97.0% 0.4 0.2 A Right Turn 6 7 121.7% 0.3 0.2 A Subtotal 527 513 97.3% 0.5 0.3 A Left Turn 3 3 83.3% 4.4 7.8 A Through 2 2 85.0% 2.5 4.1 A Right Turn 11 11 98.2% 5.9 3.7 A Subtotal 16 15 93.8% 8.4 3.3 A Left Turn 2 2 100.0% 5.0 8.2 A Through Right Turn 12 10 83.3% 8.0 2.2 A Subtotal 14 12 85.7% 8.7 3.0 A Total 1,227 1,206 98.3% 0.6 0.1 A 7.9 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 114 119 103.9% 48.1 9.2 D Through 488 480 98.4% 37.7 2.9 D Right Turn 117 117 99.7% 29.2 8.3 C Subtotal 719 715 99.5% 38.1 3.7 D Left Turn 84 82 97.7% 43.0 4.1 D Through 361 346 95.9% 35.9 4.5 D Right Turn 76 76 99.9% 25.0 8.3 C Subtotal 521 504 96.8% 35.7 3.5 D Left Turn 73 76 103.7% 16.5 6.0 B Through 439 441 100.5% 11.0 2.2 B Right Turn 148 146 98.6% 3.0 0.9 A Subtotal 660 663 100.5% 9.9 1.6 A Left Turn 123 127 103.5% 18.8 4.6 B Through 502 496 98.9% 15.0 2.2 B Right Turn 113 113 100.4% 12.8 3.6 B Subtotal 738 737 99.9% 15.3 2.1 B Total 2,638 2,620 99.3% 24.6 1.5 C 48.1 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 7 91.3% 1.5 1.7 A Through 733 730 99.5% 0.6 0.4 A Right Turn 3 3 86.7% 0.6 1.0 A Subtotal 744 740 99.4% 0.6 0.4 A Left Turn 4 4 107.5% 2.4 4.0 A Through 589 578 98.2% 0.1 0.0 A Right Turn 35 32 91.7% 0.1 0.1 A Subtotal 628 615 97.9% 0.1 0.0 A Left Turn 25 24 96.0% 14.3 2.9 B Through Right Turn 6 5 86.7% 6.8 5.1 A Subtotal 31 29 94.2% 13.6 2.6 B Left Turn 6 4 71.7% 0.0 0.0 A Through Right Turn 8 8 96.3% 0.5 1.7 A Subtotal 14 12 85.7% 0.5 1.7 A Total 1,417 1,396 98.5% 0.6 0.3 A 14.3 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 63 65 102.5% 44.0 6.6 D Through 323 318 98.5% 39.4 5.8 D Right Turn 109 112 102.6% 21.5 6.5 C Subtotal 495 495 99.9% 35.7 5.1 D Left Turn 245 242 98.8% 53.0 11.3 D Through 454 447 98.5% 38.1 3.3 D Right Turn 141 142 100.9% 8.2 1.4 A Subtotal 840 831 99.0% 38.2 3.9 D Left Turn 159 152 95.8% 22.7 2.5 C Through 598 601 100.4% 15.0 2.9 B Right Turn 73 77 104.8% 12.5 4.4 B Subtotal 830 830 99.9% 16.2 2.6 B Left Turn 136 127 93.5% 16.5 4.4 B Through 587 591 100.7% 11.7 3.2 B Right Turn 173 172 99.2% 7.8 2.7 A Subtotal 896 890 99.3% 11.6 3.1 B Total 3,061 3,045 99.5% 24.6 2.5 C 56.2 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 108 108 100.3% 13.1 5.5 B Through 568 553 97.3% 3.2 0.9 A Right Turn Subtotal 676 661 97.8% 4.9 1.3 A Left Turn Through 798 792 99.3% 1.7 0.2 A Right Turn 277 279 100.6% 0.1 0.3 A Subtotal 1,075 1,071 99.6% 1.3 0.2 A Left Turn 317 313 98.8% 51.8 4.5 D Through Right Turn 155 157 101.5% 5.8 0.7 A Subtotal 472 470 99.7% 37.0 4.1 D Left Turn Through Right Turn Subtotal Total 2,223 2,202 99.1% 10.9 1.1 B 48.8 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 826 810 98.0% 0.2 0.0 A Right Turn 59 56 94.2% 0.0 0.0 A Subtotal 885 865 97.8% 0.1 0.0 A Left Turn 29 28 97.2% 2.3 1.2 A Through 1,042 1,039 99.7% 2.1 0.3 A Right Turn Subtotal 1,071 1,067 99.6% 2.1 0.3 A Left Turn Through Right Turn Subtotal Left Turn 33 33 99.4% 8.8 2.9 A Through Right Turn 39 38 98.2% 5.3 0.4 A Subtotal 72 71 98.8% 6.9 1.1 A Total 2,028 2,003 98.8% 1.4 0.1 A 8.8 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 5 112.5% 2.3 2.8 A Through 816 796 97.5% 0.2 0.1 A Right Turn 45 47 104.2% 0.5 0.3 A Subtotal 865 847 98.0% 0.2 0.1 A Left Turn 27 28 104.8% 1.6 0.7 A Through 1,030 1,028 99.8% 0.4 0.1 A Right Turn 5 4 70.0% 0.3 0.3 A Subtotal 1,062 1,060 99.8% 0.4 0.1 A Left Turn 3 2 66.7% 3.7 5.1 A Through Right Turn 5 5 102.0% 4.2 3.6 A Subtotal 8 7 88.8% 7.8 2.4 A Left Turn 36 34 95.0% 13.0 3.4 B Through Right Turn 23 22 95.7% 8.2 2.8 A Subtotal 59 56 95.3% 11.2 2.7 B Total 1,994 1,970 98.8% 0.7 0.1 A 13.0 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 23 20 87.0% 4.9 3.8 A Through 795 775 97.5% 0.3 0.1 A Right Turn 24 24 98.3% 0.5 0.1 A Subtotal 842 819 97.2% 0.4 0.3 A Left Turn 12 14 120.0% 4.8 2.7 A Through 1,020 1,019 99.9% 0.9 0.4 A Right Turn 3 3 103.3% 1.1 1.8 A Subtotal 1,035 1,037 100.2% 1.0 0.4 A Left Turn 4 4 92.5% 3.7 3.2 A Through 5 4 80.0% 6.5 3.8 A Right Turn 18 17 95.6% 6.1 0.5 A Subtotal 27 25 92.2% 6.4 0.5 A Left Turn 24 24 99.2% 17.9 10.3 C Through 4 5 127.5% 11.8 9.7 B Right Turn 15 14 93.3% 7.9 1.8 A Subtotal 43 43 99.8% 12.9 2.4 B Total 1,947 1,923 98.8% 1.1 0.3 A 15.6 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 101.7% 56.6 34.9 E Through 236 239 101.4% 53.0 6.5 D Right Turn 501 494 98.5% 3.4 2.0 A Subtotal 743 739 99.4% 19.0 3.4 B Left Turn 2 2 85.0% 6.7 21.3 A Through 301 299 99.3% 43.7 4.4 D Right Turn 210 207 98.5% 33.6 5.3 C Subtotal 513 507 98.9% 39.2 4.1 D Left Turn 175 168 96.2% 55.9 6.3 E Through 581 571 98.3% 28.9 3.3 C Right Turn 9 8 93.3% 23.1 15.9 C Subtotal 765 748 97.8% 34.8 3.6 C Left Turn 538 514 95.5% 114.7 46.4 F Through 877 875 99.8% 27.6 7.1 C Right Turn 33 35 104.8% 5.7 3.7 A Subtotal 1,448 1,424 98.3% 57.4 19.8 E Total 3,469 3,418 98.5% 41.7 7.8 D 64.6 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 96.0% 0.3 0.3 A Through 742 741 99.9% 0.3 0.1 A Right Turn 23 21 92.6% 0.6 0.4 A Subtotal 770 767 99.7% 0.3 0.1 A Left Turn 62 63 100.8% 1.0 0.3 A Through 751 723 96.2% 0.5 0.1 A Right Turn 11 12 109.1% 1.1 0.9 A Subtotal 824 797 96.7% 0.5 0.1 A Left Turn 11 11 100.0% 12.7 6.8 B Through 2 3 135.0% 7.9 8.2 A Right Turn 27 26 97.0% 8.0 1.0 A Subtotal 40 40 99.8% 10.1 2.6 B Left Turn 10 9 91.0% 18.9 11.9 C Through 3 3 96.7% 8.3 9.5 A Right Turn 36 36 100.6% 9.1 1.9 A Subtotal 49 48 98.4% 11.4 2.8 B Total 1,683 1,653 98.2% 1.1 0.1 A 14.4 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 42 43 103.3% 5.2 1.7 A Through 744 742 99.8% 0.3 0.2 A Right Turn Subtotal 786 786 100.0% 0.6 0.3 A Left Turn Through 754 726 96.3% 0.3 0.0 A Right Turn 34 32 93.5% 0.6 0.2 A Subtotal 788 758 96.2% 0.4 0.0 A Left Turn 26 26 100.0% 13.7 4.7 B Through Right Turn 35 35 98.6% 8.3 3.2 A Subtotal 61 61 99.2% 10.5 3.6 B Left Turn Through Right Turn Subtotal Total 1,635 1,604 98.1% 0.9 0.2 A 11.4 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 23 109.5% 6.2 5.4 A Through 736 733 99.5% 5.5 1.2 A Right Turn 48 47 97.5% 2.6 1.1 A Subtotal 805 802 99.7% 5.4 1.1 A Left Turn 9 9 96.7% 5.2 5.7 A Through 761 733 96.3% 5.3 0.6 A Right Turn 28 27 95.4% 4.1 2.3 A Subtotal 798 768 96.3% 5.3 0.6 A Left Turn 52 55 106.5% 22.9 4.1 C Through 18 17 93.3% 19.7 6.1 B Right Turn 39 36 92.3% 11.7 3.3 B Subtotal 109 108 99.3% 18.8 2.3 B Left Turn 29 29 98.3% 20.6 4.8 C Through 9 10 111.1% 20.1 9.1 C Right Turn 13 12 90.0% 6.4 3.5 A Subtotal 51 50 98.4% 17.8 4.6 B Total 1,763 1,729 98.1% 6.8 0.5 A 23.3 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 8 125.0% 1.7 2.2 A Through 795 793 99.7% 0.4 0.1 A Right Turn 4 4 97.5% 0.1 0.2 A Subtotal 805 804 99.9% 0.4 0.1 A Left Turn 18 16 91.1% 6.7 5.5 A Through 795 767 96.5% 0.4 0.2 A Right Turn 6 5 90.0% 0.2 0.2 A Subtotal 819 789 96.3% 0.5 0.2 A Left Turn 6 6 106.7% 11.8 6.4 B Through 1 1 50.0% 2.5 5.6 A Right Turn 29 28 95.2% 8.7 1.0 A Subtotal 36 35 95.8% 9.4 2.0 A Left Turn 4 5 112.5% 12.5 10.5 B Through 1 1 110.0% 3.3 7.1 A Right Turn 19 19 98.4% 9.3 2.7 A Subtotal 24 24 101.3% 10.4 3.1 B Total 1,684 1,652 98.1% 0.8 0.1 A 8.6 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 152 154 101.6% 103.7 30.4 F Through 537 532 99.0% 40.8 2.7 D Right Turn 147 145 98.9% 33.7 4.5 C Subtotal 836 832 99.5% 52.1 8.8 D Left Turn 163 155 95.1% 29.3 7.7 C Through 581 557 95.8% 14.0 3.0 B Right Turn 117 116 99.4% 9.7 2.4 A Subtotal 861 828 96.1% 16.3 3.2 B Left Turn 146 147 100.3% 30.3 6.2 C Through 687 683 99.4% 18.4 1.9 B Right Turn 202 204 101.1% 4.1 1.1 A Subtotal 1,035 1,034 99.9% 17.6 1.3 B Left Turn 170 177 103.9% 29.8 3.8 C Through 620 611 98.5% 23.5 2.7 C Right Turn 157 157 99.9% 20.8 2.3 C Subtotal 947 945 99.7% 24.3 2.5 C Total 3,679 3,638 98.9% 26.9 2.4 C 103.7 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 10 10 103.0% 1.8 1.7 A Through 802 799 99.6% 0.4 0.2 A Right Turn 18 18 100.6% 0.6 0.1 A Subtotal 830 827 99.7% 0.5 0.2 A Left Turn 19 18 92.1% 3.8 2.5 A Through 896 882 98.5% 0.1 0.0 A Right Turn 42 42 99.3% 0.1 0.1 A Subtotal 957 942 98.4% 0.2 0.1 A Left Turn 29 28 96.9% 17.1 3.5 C Through Right Turn 8 7 88.8% 12.7 9.5 B Subtotal 37 35 95.1% 16.8 3.8 C Left Turn 4 3 85.0% 1.7 3.8 A Through Right Turn 14 13 90.0% 4.4 3.2 A Subtotal 18 16 88.9% 6.2 2.8 A Total 1,842 1,820 98.8% 0.7 0.1 A 16.6 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 73 75 102.5% 44.4 9.8 D Through 397 390 98.2% 39.7 4.8 D Right Turn 149 152 102.2% 25.7 5.0 C Subtotal 619 617 99.6% 36.6 4.4 D Left Turn 97 95 97.9% 47.5 6.8 D Through 216 210 97.0% 36.0 4.9 D Right Turn 98 101 102.6% 6.3 1.4 A Subtotal 411 405 98.6% 30.3 3.3 C Left Turn 111 103 93.1% 20.9 4.1 C Through 452 458 101.3% 14.9 2.2 B Right Turn 34 35 102.9% 15.2 4.4 B Subtotal 597 596 99.8% 16.0 1.8 B Left Turn 109 107 98.2% 15.6 3.8 B Through 560 559 99.9% 10.4 1.4 B Right Turn 70 70 99.6% 8.6 3.3 A Subtotal 739 736 99.6% 11.0 1.3 B Total 2,366 2,354 99.5% 22.5 1.3 C 48.6 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 38 38 100.3% 4.1 1.7 A Through 489 475 97.1% 2.3 0.7 A Right Turn Subtotal 527 513 97.3% 2.4 0.8 A Left Turn Through 405 403 99.4% 2.5 0.4 A Right Turn 152 156 102.4% 0.4 0.4 A Subtotal 557 558 100.2% 1.9 0.3 A Left Turn 98 96 98.2% 23.9 4.0 C Through Right Turn 31 31 98.4% 4.5 0.4 A Subtotal 129 127 98.2% 19.5 3.6 B Left Turn Through Right Turn Subtotal Total 1,213 1,198 98.7% 4.2 0.7 A 23.1 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 551 536 97.3% 0.2 0.0 A Right Turn 36 35 97.2% 0.0 0.0 A Subtotal 587 571 97.3% 0.1 0.0 A Left Turn 42 43 103.3% 3.6 1.7 A Through 540 541 100.3% 2.2 0.5 A Right Turn Subtotal 582 585 100.5% 2.3 0.5 A Left Turn Through Right Turn Subtotal Left Turn 17 17 98.8% 7.9 1.4 A Through Right Turn 12 10 85.0% 5.3 0.3 A Subtotal 29 27 93.1% 6.8 0.7 A Total 1,198 1,183 98.7% 1.4 0.2 A 7.9 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 98.0% 0.4 0.4 A Through 536 519 96.8% 0.1 0.0 A Right Turn 22 22 101.4% 0.4 0.2 A Subtotal 563 546 96.9% 0.1 0.0 A Left Turn 13 11 87.7% 1.1 0.9 A Through 543 545 100.3% 0.3 0.1 A Right Turn 4 5 115.0% 0.5 0.3 A Subtotal 560 561 100.1% 0.3 0.1 A Left Turn 2 1 65.0% 3.4 4.5 A Through Right Turn 8 7 83.8% 7.1 0.7 A Subtotal 10 8 80.0% 7.3 0.7 A Left Turn 37 37 100.0% 9.8 1.4 A Through Right Turn 24 23 97.5% 6.9 0.6 A Subtotal 61 60 99.0% 8.7 1.0 A Total 1,194 1,175 98.4% 1.1 0.1 A 8.1 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 90.0% 1.8 4.4 A Through 543 527 97.0% 0.1 0.1 A Right Turn 14 12 84.3% 0.5 0.1 A Subtotal 562 543 96.6% 0.2 0.1 A Left Turn 10 11 113.0% 1.6 1.5 A Through 533 535 100.3% 0.3 0.1 A Right Turn 4 4 102.5% 0.3 0.3 A Subtotal 547 550 100.5% 0.4 0.1 A Left Turn 14 13 92.9% 6.5 0.4 A Through 5 5 94.0% 5.0 4.7 A Right Turn 20 20 101.5% 5.2 1.9 A Subtotal 39 38 97.4% 6.5 0.7 A Left Turn 7 5 74.3% 8.4 4.1 A Through Right Turn 8 8 96.3% 6.3 0.7 A Subtotal 15 13 86.0% 7.7 1.4 A Total 1,163 1,144 98.3% 0.6 0.1 A 8.1 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 227 228 100.3% 57.5 4.0 E Right Turn 552 543 98.4% 5.3 1.6 A Subtotal 779 771 99.0% 20.9 2.8 C Left Turn 2 2 80.0% 27.5 32.8 C Through 94 91 97.1% 51.0 6.8 D Right Turn 47 48 102.8% 24.5 5.9 C Subtotal 143 141 98.7% 41.3 4.5 D Left Turn 83 80 96.5% 66.8 6.4 E Through 490 472 96.3% 12.3 2.3 B Right Turn 7 7 100.0% 8.8 8.4 A Subtotal 580 559 96.4% 19.7 3.0 B Left Turn 344 336 97.6% 53.3 4.7 D Through 532 538 101.0% 9.2 1.9 A Right Turn 15 15 99.3% 3.0 2.0 A Subtotal 891 888 99.7% 26.6 1.8 C Total 2,393 2,359 98.6% 24.0 1.8 C 68.8 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 8 115.7% 0.4 0.3 A Through 678 669 98.7% 0.4 0.1 A Right Turn 8 9 112.5% 0.4 0.3 A Subtotal 693 686 99.0% 0.4 0.1 A Left Turn 14 15 105.7% 2.6 6.2 A Through 500 486 97.3% 0.6 0.1 A Right Turn 3 3 93.3% 0.6 1.0 A Subtotal 517 504 97.5% 0.6 0.1 A Left Turn 6 6 98.3% 10.5 4.8 B Through 5 5 98.0% 13.0 5.6 B Right Turn 9 8 91.1% 7.5 1.2 A Subtotal 20 19 95.0% 10.6 2.1 B Left Turn 13 13 97.7% 8.6 3.9 A Through 2 2 110.0% 8.3 9.9 A Right Turn 63 62 98.7% 7.0 0.6 A Subtotal 78 77 98.8% 7.9 1.0 A Total 1,308 1,286 98.3% 1.1 0.1 A 11.2 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 22 21 95.5% 1.5 1.6 A Through 668 663 99.2% 0.2 0.0 A Right Turn Subtotal 690 684 99.1% 0.2 0.1 A Left Turn Through 505 492 97.4% 0.2 0.1 A Right Turn 17 15 90.6% 0.4 0.1 A Subtotal 522 508 97.2% 0.2 0.1 A Left Turn 23 23 100.0% 11.4 3.9 B Through Right Turn 38 37 98.2% 7.5 0.8 A Subtotal 61 60 98.9% 9.1 1.8 A Left Turn Through Right Turn Subtotal Total 1,273 1,252 98.3% 0.7 0.1 A 9.9 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 22 21 96.4% 3.4 2.6 A Through 643 637 99.1% 1.5 0.5 A Right Turn 20 17 84.5% 1.0 0.6 A Subtotal 685 676 98.6% 1.5 0.5 A Left Turn 9 9 102.2% 6.5 3.8 A Through 514 499 97.1% 4.6 1.1 A Right Turn 19 20 102.6% 3.4 1.7 A Subtotal 542 528 97.4% 4.6 1.0 A Left Turn 19 20 106.3% 23.2 5.4 C Through 7 5 70.0% 12.4 14.6 B Right Turn 19 19 100.0% 8.2 2.6 A Subtotal 45 44 98.0% 16.5 2.5 B Left Turn 26 25 95.0% 22.1 4.5 C Through 5 6 120.0% 21.1 13.2 C Right Turn 27 26 97.8% 10.0 3.0 B Subtotal 58 57 98.4% 16.6 3.3 B Total 1,330 1,304 98.1% 4.2 0.6 A 22.7 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 12 132.2% 3.3 3.5 A Through 688 683 99.2% 0.6 0.4 A Right Turn 6 7 113.3% 0.4 0.3 A Subtotal 703 701 99.7% 0.7 0.5 A Left Turn 15 16 105.3% 5.1 3.2 A Through 530 513 96.8% 0.5 0.4 A Right Turn 6 7 110.0% 0.2 0.2 A Subtotal 551 535 97.2% 0.6 0.5 A Left Turn 4 3 85.0% 10.2 7.9 B Through 3 3 93.3% 3.2 5.6 A Right Turn 12 11 90.0% 7.2 1.8 A Subtotal 19 17 89.5% 9.0 2.7 A Left Turn 3 3 113.3% 6.1 5.9 A Through Right Turn 13 11 81.5% 7.4 1.3 A Subtotal 16 14 87.5% 8.3 1.3 A Total 1,289 1,268 98.3% 0.9 0.4 A 9.6 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 119 123 103.1% 50.0 6.9 D Through 512 507 98.9% 36.0 2.8 D Right Turn 123 122 99.2% 27.8 6.4 C Subtotal 754 751 99.6% 37.2 2.9 D Left Turn 88 86 97.6% 43.6 7.2 D Through 378 363 96.1% 37.0 4.3 D Right Turn 79 78 98.9% 30.9 9.8 C Subtotal 545 527 96.8% 37.4 4.1 D Left Turn 76 80 105.3% 15.2 4.5 B Through 461 462 100.2% 12.0 3.1 B Right Turn 155 154 99.0% 2.8 0.6 A Subtotal 692 695 100.5% 10.2 2.3 B Left Turn 129 134 103.6% 19.0 3.4 B Through 527 522 99.0% 15.0 3.0 B Right Turn 119 119 100.0% 12.1 2.9 B Subtotal 775 774 99.9% 15.2 2.5 B Total 2,766 2,748 99.3% 24.9 1.2 C 46.4 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 7 87.5% 3.1 4.6 A Through 769 767 99.8% 0.7 0.5 A Right Turn 4 4 90.0% 0.6 0.5 A Subtotal 781 778 99.6% 0.7 0.5 A Left Turn 5 5 108.0% 1.6 1.6 A Through 618 609 98.5% 0.1 0.0 A Right Turn 35 32 90.9% 0.1 0.1 A Subtotal 658 646 98.1% 0.1 0.0 A Left Turn 26 26 99.2% 15.2 2.9 C Through Right Turn 7 6 90.0% 7.1 5.0 A Subtotal 33 32 97.3% 14.3 2.5 B Left Turn 7 6 88.6% 6.6 6.4 A Through Right Turn 9 9 97.8% 3.3 3.5 A Subtotal 16 15 93.8% 9.1 3.9 A Total 1,488 1,471 98.8% 0.7 0.3 A 15.2 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 67 68 101.9% 37.0 7.5 D Through 339 333 98.2% 36.8 4.5 D Right Turn 114 116 102.1% 21.6 5.9 C Subtotal 520 518 99.5% 33.3 4.8 C Left Turn 256 252 98.4% 60.4 15.1 E Through 477 474 99.3% 36.5 4.6 D Right Turn 148 149 100.9% 7.2 1.7 A Subtotal 881 875 99.3% 39.4 5.1 D Left Turn 167 159 95.4% 25.9 4.3 C Through 627 631 100.7% 18.7 2.8 B Right Turn 77 79 103.1% 14.7 5.2 B Subtotal 871 870 99.9% 19.7 2.5 B Left Turn 143 135 94.1% 22.3 6.2 C Through 616 620 100.6% 10.7 1.9 B Right Turn 180 179 99.3% 8.4 4.1 A Subtotal 939 933 99.4% 12.1 2.2 B Total 3,211 3,196 99.5% 25.8 1.9 C 52.0 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 114 114 100.1% 12.8 4.7 B Through 595 578 97.2% 3.1 0.9 A Right Turn Subtotal 709 692 97.6% 4.7 1.1 A Left Turn Through 836 835 99.8% 1.9 0.1 A Right Turn 291 293 100.8% 0.1 0.1 A Subtotal 1,127 1,128 100.1% 1.4 0.1 A Left Turn 333 328 98.6% 50.6 4.1 D Through Right Turn 163 165 101.5% 6.8 1.4 A Subtotal 496 494 99.5% 36.5 2.9 D Left Turn Through Right Turn Subtotal Total 2,332 2,314 99.2% 10.8 0.9 B 50.7 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 866 849 98.0% 0.2 0.0 A Right Turn 62 57 92.3% 0.0 0.0 A Subtotal 928 906 97.7% 0.2 0.0 A Left Turn 31 29 94.8% 3.7 1.9 A Through 1,093 1,095 100.2% 2.9 0.6 A Right Turn Subtotal 1,124 1,124 100.0% 2.9 0.6 A Left Turn Through Right Turn Subtotal Left Turn 34 33 98.2% 9.7 2.7 A Through Right Turn 41 40 97.3% 5.5 0.4 A Subtotal 75 73 97.7% 7.2 1.1 A Total 2,127 2,104 98.9% 1.8 0.3 A 8.7 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 104.0% 1.2 1.9 A Through 856 836 97.6% 0.2 0.0 A Right Turn 46 48 105.2% 0.5 0.2 A Subtotal 907 889 98.0% 0.2 0.0 A Left Turn 28 30 105.7% 2.2 1.0 A Through 1,081 1,083 100.2% 0.5 0.1 A Right Turn 6 5 85.0% 0.5 0.5 A Subtotal 1,115 1,118 100.3% 0.5 0.1 A Left Turn 4 3 67.5% 3.2 4.2 A Through Right Turn 6 5 90.0% 4.2 3.6 A Subtotal 10 8 81.0% 7.4 1.2 A Left Turn 37 37 99.7% 13.5 4.9 B Through Right Turn 24 23 97.5% 9.1 2.7 A Subtotal 61 60 98.9% 11.8 3.9 B Total 2,093 2,075 99.2% 0.8 0.1 A 13.5 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 25 24 94.4% 9.2 5.8 A Through 833 814 97.7% 0.3 0.2 A Right Turn 26 23 88.8% 0.6 0.2 A Subtotal 884 861 97.4% 0.5 0.2 A Left Turn 13 15 116.2% 4.6 3.6 A Through 1,070 1,076 100.6% 1.1 0.2 A Right Turn 4 4 102.5% 0.7 1.1 A Subtotal 1,087 1,095 100.7% 1.1 0.2 A Left Turn 5 6 110.0% 6.7 3.0 A Through 6 5 83.3% 8.4 9.0 A Right Turn 19 18 95.8% 6.1 0.4 A Subtotal 30 29 95.7% 7.2 1.8 A Left Turn 26 26 99.2% 20.1 6.4 C Through 5 6 126.0% 22.0 16.4 C Right Turn 16 15 92.5% 7.3 2.0 A Subtotal 47 47 99.8% 16.7 4.7 C Total 2,048 2,032 99.2% 1.3 0.2 A 22.0 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 6 80.0% 70.3 34.7 E Through 248 251 101.3% 55.2 4.8 E Right Turn 525 518 98.6% 3.8 2.4 A Subtotal 780 775 99.3% 21.7 4.0 C Left Turn 3 2 80.0% 25.5 45.6 C Through 316 315 99.7% 47.1 8.9 D Right Turn 220 220 99.9% 36.8 7.3 D Subtotal 539 537 99.6% 42.9 7.4 D Left Turn 184 177 96.1% 67.5 17.0 E Through 609 600 98.4% 38.9 9.4 D Right Turn 10 10 95.0% 20.6 27.0 C Subtotal 803 786 97.9% 45.4 10.5 D Left Turn 564 555 98.4% 38.3 7.3 D Through 920 922 100.2% 19.8 1.9 B Right Turn 35 37 106.3% 4.4 1.2 A Subtotal 1,519 1,514 99.7% 26.3 3.8 C Total 3,641 3,611 99.2% 32.2 4.0 C 70.3 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 5 86.7% 0.3 0.2 A Through 777 772 99.4% 0.3 0.1 A Right Turn 24 24 98.3% 0.6 0.3 A Subtotal 807 801 99.2% 0.3 0.1 A Left Turn 66 68 102.6% 1.0 0.1 A Through 787 774 98.3% 0.6 0.1 A Right Turn 12 13 109.2% 1.0 0.9 A Subtotal 865 855 98.8% 0.6 0.1 A Left Turn 12 12 98.3% 14.2 6.8 B Through 3 3 113.3% 12.0 10.8 B Right Turn 29 27 92.1% 8.3 1.9 A Subtotal 44 42 95.2% 11.6 3.5 B Left Turn 11 10 88.2% 19.1 13.0 C Through 4 4 90.0% 10.3 9.5 B Right Turn 38 38 99.5% 8.4 1.9 A Subtotal 53 51 96.4% 11.4 4.0 B Total 1,769 1,749 98.8% 0.9 0.1 A 14.9 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 43 44 101.4% 5.9 3.7 A Through 780 776 99.5% 0.3 0.1 A Right Turn Subtotal 823 820 99.6% 0.6 0.3 A Left Turn Through 792 777 98.1% 0.3 0.1 A Right Turn 35 34 96.0% 0.7 0.2 A Subtotal 827 811 98.0% 0.4 0.1 A Left Turn 27 26 96.7% 16.6 6.2 C Through Right Turn 36 34 95.3% 7.6 1.4 A Subtotal 63 60 95.9% 11.1 2.3 B Left Turn Through Right Turn Subtotal Total 1,713 1,691 98.7% 0.8 0.1 A 11.9 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 22 23 106.4% 8.2 4.9 A Through 771 765 99.2% 5.8 0.8 A Right Turn 51 48 93.5% 2.5 1.1 A Subtotal 844 836 99.1% 5.7 0.8 A Left Turn 10 10 95.0% 8.1 7.8 A Through 797 781 97.9% 4.7 0.6 A Right Turn 30 29 96.7% 3.6 1.8 A Subtotal 837 819 97.9% 4.7 0.6 A Left Turn 54 58 107.0% 24.6 4.9 C Through 19 18 93.7% 18.3 6.3 B Right Turn 41 38 91.5% 10.5 2.3 B Subtotal 114 113 99.2% 19.2 2.2 B Left Turn 31 30 97.1% 23.7 4.1 C Through 10 11 108.0% 16.8 6.5 B Right Turn 14 12 87.9% 8.2 4.1 A Subtotal 55 53 96.7% 18.7 3.2 B Total 1,850 1,822 98.5% 6.7 0.3 A 22.2 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 9 124.3% 1.6 1.2 A Through 832 828 99.5% 0.4 0.1 A Right Turn 5 4 88.0% 0.4 0.5 A Subtotal 844 841 99.6% 0.4 0.1 A Left Turn 19 17 90.0% 8.5 9.1 A Through 832 816 98.0% 0.3 0.1 A Right Turn 7 6 80.0% 0.3 0.2 A Subtotal 858 838 97.7% 0.4 0.2 A Left Turn 7 7 97.1% 15.9 12.4 C Through 2 2 120.0% 7.8 9.0 A Right Turn 30 27 90.7% 7.9 1.2 A Subtotal 39 36 93.3% 9.7 2.7 A Left Turn 5 5 102.0% 9.1 8.2 A Through 2 2 80.0% 6.9 14.0 A Right Turn 20 18 92.0% 8.0 1.3 A Subtotal 27 25 93.0% 10.1 2.8 B Total 1,768 1,741 98.5% 0.8 0.2 A 15.9 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 159 161 101.1% 76.1 16.4 E Through 563 558 99.1% 39.5 4.3 D Right Turn 155 154 99.6% 32.9 3.1 C Subtotal 877 873 99.6% 45.4 3.6 D Left Turn 171 164 96.1% 27.6 4.3 C Through 609 590 96.9% 16.3 2.8 B Right Turn 122 123 100.7% 11.6 3.4 B Subtotal 902 877 97.3% 17.9 2.0 B Left Turn 152 152 100.2% 43.0 15.2 D Through 721 718 99.6% 22.1 3.6 C Right Turn 211 213 101.1% 4.3 0.8 A Subtotal 1,084 1,084 100.0% 22.0 3.6 C Left Turn 178 185 104.2% 36.5 4.6 D Through 651 641 98.5% 27.3 2.9 C Right Turn 165 165 99.9% 23.0 3.3 C Subtotal 994 992 99.8% 28.4 2.6 C Total 3,857 3,826 99.2% 28.2 1.7 C 76.1 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 10 11 106.0% 3.5 3.7 A Through 841 836 99.4% 0.9 0.7 A Right Turn 19 20 104.2% 0.9 0.4 A Subtotal 870 866 99.6% 0.9 0.7 A Left Turn 20 20 97.5% 4.5 4.8 A Through 940 932 99.1% 0.1 0.0 A Right Turn 42 42 99.5% 0.2 0.2 A Subtotal 1,002 993 99.1% 0.2 0.2 A Left Turn 30 31 101.7% 18.8 8.6 C Through Right Turn 9 9 95.6% 11.8 9.4 B Subtotal 39 39 100.3% 17.9 8.0 C Left Turn 5 5 104.0% 5.5 5.1 A Through Right Turn 15 15 98.7% 8.0 1.4 A Subtotal 20 20 100.0% 8.3 1.2 A Total 1,931 1,919 99.4% 1.0 0.5 A 18.8 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 4/17/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 69 71 102.9% 41.4 4.3 D Through 378 372 98.4% 40.6 3.3 D Right Turn 142 146 102.5% 25.6 3.5 C Subtotal 589 588 99.9% 36.8 2.7 D Left Turn 93 91 97.4% 47.6 6.6 D Through 206 201 97.5% 39.1 7.0 D Right Turn 93 95 101.7% 6.3 1.7 A Subtotal 392 386 98.5% 33.6 3.6 C Left Turn 106 99 93.0% 17.8 4.6 B Through 431 437 101.5% 11.7 2.7 B Right Turn 32 33 103.4% 9.7 9.4 A Subtotal 569 569 100.0% 12.8 2.4 B Left Turn 104 104 100.4% 12.2 3.8 B Through 534 531 99.4% 7.7 1.4 A Right Turn 68 68 99.6% 5.3 3.3 A Subtotal 706 703 99.6% 8.2 1.7 A Total 2,256 2,247 99.6% 21.4 1.2 C 47.6 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 36 36 100.6% 4.8 1.9 A Through 467 455 97.5% 2.2 0.6 A Right Turn Subtotal 503 491 97.7% 2.4 0.6 A Left Turn Through 387 386 99.7% 2.3 0.3 A Right Turn 145 150 103.2% 0.6 0.4 A Subtotal 532 536 100.7% 1.9 0.3 A Left Turn 93 90 97.2% 23.8 4.6 C Through Right Turn 29 28 97.2% 4.8 0.7 A Subtotal 122 119 97.2% 20.0 4.0 B Left Turn Through Right Turn Subtotal Total 1,157 1,146 99.0% 4.2 0.7 A 23.8 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 525 511 97.4% 0.2 0.1 A Right Turn 35 34 97.4% 0.0 0.0 A Subtotal 560 545 97.4% 0.2 0.1 A Left Turn 40 41 102.8% 2.2 1.4 A Through 516 519 100.6% 2.0 0.6 A Right Turn Subtotal 556 560 100.8% 2.0 0.6 A Left Turn Through Right Turn Subtotal Left Turn 16 16 101.9% 8.0 1.6 A Through Right Turn 11 10 89.1% 5.3 0.8 A Subtotal 27 26 96.7% 6.9 0.9 A Total 1,143 1,132 99.0% 1.3 0.3 A 8.0 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 0.4 0.6 A Through 511 496 97.1% 0.1 0.1 A Right Turn 21 20 95.2% 0.5 0.1 A Subtotal 536 521 97.1% 0.1 0.1 A Left Turn 12 11 87.5% 0.8 1.2 A Through 518 522 100.8% 0.2 0.0 A Right Turn 3 3 110.0% 0.5 0.3 A Subtotal 533 536 100.6% 0.2 0.1 A Left Turn 1 0 30.0% 0.9 2.7 A Through Right Turn 7 7 95.7% 7.2 0.6 A Subtotal 8 7 87.5% 7.3 0.6 A Left Turn 36 35 95.8% 9.0 1.0 A Through Right Turn 23 22 95.7% 6.8 0.8 A Subtotal 59 57 95.8% 8.2 0.8 A Total 1,136 1,120 98.6% 1.0 0.1 A 8.3 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 1.2 2.0 A Through 518 503 97.2% 0.2 0.1 A Right Turn 13 11 83.8% 0.5 0.1 A Subtotal 535 518 96.9% 0.2 0.1 A Left Turn 9 10 113.3% 1.7 2.3 A Through 508 511 100.6% 0.3 0.1 A Right Turn 3 3 93.3% 0.3 0.2 A Subtotal 520 524 100.7% 0.4 0.1 A Left Turn 13 12 94.6% 7.0 1.2 A Through 4 4 100.0% 3.3 4.6 A Right Turn 19 20 104.2% 5.8 0.3 A Subtotal 36 36 100.3% 6.4 0.5 A Left Turn 6 5 86.7% 8.6 8.6 A Through Right Turn 7 8 110.0% 7.7 3.6 A Subtotal 13 13 99.2% 8.6 4.5 A Total 1,104 1,091 98.8% 0.5 0.1 A 8.6 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 216 213 98.7% 48.5 4.8 D Right Turn 527 517 98.2% 2.4 0.8 A Subtotal 743 730 98.3% 15.0 2.0 B Left Turn 1 1 70.0% 6.8 19.9 A Through 90 89 98.7% 51.3 10.4 D Right Turn 45 45 100.7% 21.4 10.5 C Subtotal 136 135 99.1% 40.5 8.8 D Left Turn 79 77 96.8% 66.1 7.3 E Through 467 450 96.4% 10.6 1.9 B Right Turn 6 6 105.0% 9.0 16.1 A Subtotal 552 533 96.6% 19.1 2.7 B Left Turn 328 319 97.2% 53.2 5.6 D Through 507 514 101.4% 7.9 1.9 A Right Turn 14 14 97.1% 2.9 1.5 A Subtotal 849 846 99.7% 25.1 3.7 C Total 2,280 2,245 98.5% 21.6 2.5 C 68.1 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 100.0% 1.0 0.8 A Through 645 638 98.9% 1.0 0.1 A Right Turn 7 7 104.3% 1.0 1.0 A Subtotal 658 651 99.0% 1.0 0.1 A Left Turn 13 14 106.9% 0.8 0.8 A Through 478 466 97.4% 1.5 0.5 A Right Turn 2 1 60.0% 0.1 0.3 A Subtotal 493 481 97.5% 1.5 0.5 A Left Turn 5 5 102.0% 10.9 6.8 B Through 4 5 117.5% 10.9 5.5 B Right Turn 8 7 90.0% 5.8 0.7 A Subtotal 17 17 100.0% 9.4 1.7 A Left Turn 2 12 590.0% 18.8 14.4 C Through 1 1 100.0% 4.4 9.4 A Right Turn 60 60 100.3% 10.3 2.7 B Subtotal 63 73 115.9% 11.3 2.8 B Total 1,231 1,222 99.3% 1.9 0.3 A 12.1 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 19 91.4% 1.1 0.9 A Through 636 630 99.1% 0.6 0.1 A Right Turn Subtotal 657 650 98.9% 0.6 0.1 A Left Turn Through 482 469 97.4% 0.9 0.3 A Right Turn 16 16 97.5% 0.8 0.3 A Subtotal 498 485 97.4% 0.9 0.2 A Left Turn 22 21 97.3% 15.8 7.4 C Through Right Turn 37 36 96.2% 9.7 3.7 A Subtotal 59 57 96.6% 11.9 4.4 B Left Turn Through Right Turn Subtotal Total 1,214 1,192 98.1% 1.0 0.2 A 11.5 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 21 101.4% 5.6 3.8 A Through 613 605 98.6% 3.6 1.3 A Right Turn 19 17 90.0% 1.4 1.2 A Subtotal 653 643 98.5% 3.6 1.3 A Left Turn 8 8 96.3% 5.2 5.0 A Through 491 480 97.7% 4.4 1.3 A Right Turn 18 16 91.1% 4.1 3.3 A Subtotal 517 504 97.5% 4.4 1.3 A Left Turn 18 20 108.9% 23.9 4.9 C Through 6 4 70.0% 13.2 17.4 B Right Turn 18 18 98.3% 9.3 4.9 A Subtotal 42 42 98.8% 18.1 2.2 B Left Turn 24 23 94.2% 21.4 3.5 C Through 4 4 105.0% 18.9 18.4 B Right Turn 25 25 101.2% 8.3 2.4 A Subtotal 53 52 98.3% 15.0 3.0 B Total 1,265 1,241 98.1% 5.2 0.9 A 23.1 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 8 105.0% 5.0 7.8 A Through 657 650 99.0% 2.2 0.6 A Right Turn 5 5 98.0% 1.3 2.0 A Subtotal 670 664 99.1% 2.2 0.6 A Left Turn 14 14 97.9% 9.1 6.9 A Through 507 492 97.0% 0.8 0.4 A Right Turn 6 7 121.7% 0.4 0.2 A Subtotal 527 513 97.3% 1.0 0.5 A Left Turn 3 2 80.0% 6.3 14.6 A Through 2 2 85.0% 3.5 6.0 A Right Turn 11 11 98.2% 7.1 5.4 A Subtotal 16 15 93.1% 10.9 6.6 B Left Turn 2 2 100.0% 4.1 5.5 A Through Right Turn 12 10 83.3% 13.0 10.1 B Subtotal 14 12 85.7% 11.2 5.4 B Total 1,227 1,203 98.1% 1.8 0.3 A 11.5 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 114 119 103.9% 41.3 9.5 D Through 488 479 98.2% 40.7 5.9 D Right Turn 117 117 99.9% 7.5 1.9 A Subtotal 719 715 99.4% 35.7 5.5 D Left Turn 84 82 97.3% 58.6 14.9 E Through 361 346 95.9% 34.9 4.9 C Right Turn 76 76 99.5% 23.4 6.8 C Subtotal 521 504 96.7% 36.8 4.3 D Left Turn 73 76 104.2% 23.5 6.5 C Through 439 441 100.5% 14.2 2.2 B Right Turn 148 146 98.4% 3.2 0.5 A Subtotal 660 663 100.4% 12.7 1.2 B Left Turn 123 127 103.5% 23.5 3.8 C Through 502 496 98.9% 18.8 1.5 B Right Turn 113 113 100.4% 16.3 3.0 B Subtotal 738 737 99.9% 19.1 1.3 B Total 2,638 2,618 99.2% 25.6 1.6 C 58.6 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 7 91.3% 5.4 5.8 A Through 733 730 99.6% 3.6 1.0 A Right Turn 3 3 86.7% 0.6 1.0 A Subtotal 744 740 99.4% 3.6 0.9 A Left Turn 4 4 107.5% 7.1 14.3 A Through 589 578 98.2% 0.1 0.0 A Right Turn 35 32 91.7% 0.1 0.1 A Subtotal 628 615 97.9% 0.1 0.1 A Left Turn 25 24 96.4% 26.7 6.1 D Through Right Turn 6 5 86.7% 7.1 5.3 A Subtotal 31 29 94.5% 23.7 4.7 C Left Turn 6 4 71.7% 0.0 0.0 A Through Right Turn 8 8 96.3% 0.5 1.7 A Subtotal 14 12 85.7% 0.5 1.7 A Total 1,417 1,396 98.5% 2.6 0.5 A 26.7 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 63 65 102.5% 33.7 4.4 C Through 323 319 98.7% 37.9 3.8 D Right Turn 109 112 102.7% 22.1 5.7 C Subtotal 495 495 100.1% 33.6 4.2 C Left Turn 245 242 98.8% 56.5 12.3 E Through 454 448 98.6% 34.8 3.0 C Right Turn 141 142 100.9% 7.1 1.4 A Subtotal 840 832 99.0% 37.0 4.6 D Left Turn 159 152 95.8% 23.7 3.6 C Through 598 600 100.3% 16.6 2.0 B Right Turn 73 76 104.7% 16.0 5.5 B Subtotal 830 828 99.8% 18.0 2.3 B Left Turn 136 127 93.4% 21.2 7.5 C Through 587 591 100.6% 9.7 3.0 A Right Turn 173 172 99.2% 6.7 3.0 A Subtotal 896 889 99.2% 11.0 2.7 B Total 3,061 3,045 99.5% 24.4 1.6 C 58.1 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 108 108 99.9% 13.3 3.5 B Through 568 553 97.3% 3.4 0.9 A Right Turn Subtotal 676 661 97.7% 5.1 1.2 A Left Turn Through 798 792 99.3% 1.8 0.2 A Right Turn 277 279 100.7% 0.1 0.2 A Subtotal 1,075 1,071 99.6% 1.4 0.1 A Left Turn 317 313 98.8% 51.8 4.5 D Through Right Turn 155 157 101.5% 5.8 0.7 A Subtotal 472 470 99.7% 37.0 4.1 D Left Turn Through Right Turn Subtotal Total 2,223 2,202 99.1% 11.1 1.2 B 48.8 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 826 810 98.1% 0.2 0.1 A Right Turn 59 55 93.9% 0.0 0.0 A Subtotal 885 865 97.8% 0.2 0.1 A Left Turn 29 28 97.2% 2.3 1.5 A Through 1,042 1,039 99.7% 2.4 0.4 A Right Turn Subtotal 1,071 1,067 99.6% 2.4 0.4 A Left Turn Through Right Turn Subtotal Left Turn 33 33 99.4% 8.9 1.3 A Through Right Turn 39 38 98.5% 6.0 1.4 A Subtotal 72 71 98.9% 7.1 1.2 A Total 2,028 2,004 98.8% 1.6 0.2 A 8.8 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 5 112.5% 2.7 4.1 A Through 816 796 97.6% 0.2 0.1 A Right Turn 45 47 103.8% 0.5 0.1 A Subtotal 865 847 98.0% 0.2 0.0 A Left Turn 27 28 104.8% 2.3 0.9 A Through 1,030 1,029 99.9% 0.4 0.1 A Right Turn 5 4 74.0% 0.3 0.3 A Subtotal 1,062 1,061 99.9% 0.4 0.1 A Left Turn 3 2 66.7% 3.2 4.3 A Through Right Turn 5 5 102.0% 4.1 3.6 A Subtotal 8 7 88.8% 7.3 1.4 A Left Turn 36 34 95.3% 13.0 1.9 B Through Right Turn 23 22 95.7% 7.8 2.0 A Subtotal 59 56 95.4% 10.8 1.4 B Total 1,994 1,972 98.9% 0.7 0.1 A 13.0 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 23 20 87.0% 5.4 4.7 A Through 795 776 97.6% 0.3 0.2 A Right Turn 24 24 97.9% 0.6 0.2 A Subtotal 842 819 97.3% 0.4 0.3 A Left Turn 12 14 119.2% 4.6 2.7 A Through 1,020 1,020 100.0% 0.8 0.4 A Right Turn 3 3 103.3% 0.6 0.9 A Subtotal 1,035 1,037 100.2% 0.9 0.4 A Left Turn 4 4 92.5% 3.8 3.2 A Through 5 4 80.0% 5.9 3.2 A Right Turn 18 17 95.6% 6.0 0.4 A Subtotal 27 25 92.2% 6.3 0.4 A Left Turn 24 24 98.8% 17.9 13.9 C Through 4 5 127.5% 13.2 11.3 B Right Turn 15 14 93.3% 7.7 1.8 A Subtotal 43 43 99.5% 12.8 2.5 B Total 1,947 1,924 98.8% 1.0 0.3 A 16.6 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 101.7% 45.5 35.1 D Through 236 239 101.1% 47.2 5.8 D Right Turn 501 494 98.5% 2.4 0.9 A Subtotal 743 738 99.4% 16.3 2.2 B Left Turn 2 2 85.0% 6.4 20.1 A Through 301 299 99.3% 43.0 5.2 D Right Turn 210 207 98.6% 33.7 4.7 C Subtotal 513 508 99.0% 38.9 4.1 D Left Turn 175 169 96.6% 58.9 10.4 E Through 581 571 98.2% 28.8 3.2 C Right Turn 9 8 92.2% 18.9 11.8 B Subtotal 765 748 97.8% 35.5 4.3 D Left Turn 538 513 95.4% 118.9 53.4 F Through 877 875 99.7% 29.7 9.6 C Right Turn 33 35 104.8% 6.2 5.7 A Subtotal 1,448 1,423 98.2% 60.1 23.4 E Total 3,469 3,417 98.5% 42.5 9.4 D 61.8 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 96.0% 0.8 0.9 A Through 742 740 99.7% 1.0 0.1 A Right Turn 23 21 91.7% 1.0 0.5 A Subtotal 770 766 99.4% 1.0 0.1 A Left Turn 62 61 98.5% 0.8 0.2 A Through 751 723 96.3% 2.1 0.4 A Right Turn 11 12 109.1% 3.1 3.0 A Subtotal 824 797 96.7% 2.0 0.4 A Left Turn 11 11 100.0% 14.0 4.7 B Through 2 3 135.0% 11.3 16.4 B Right Turn 27 26 97.0% 6.1 0.5 A Subtotal 40 40 99.8% 9.1 1.6 A Left Turn 10 9 91.0% 28.2 21.1 D Through 3 3 96.7% 10.8 11.8 B Right Turn 36 36 100.6% 11.9 3.5 B Subtotal 49 48 98.4% 15.5 5.3 C Total 1,683 1,650 98.1% 2.2 0.3 A 18.6 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 42 43 102.4% 16.0 4.1 C Through 744 741 99.6% 0.5 0.1 A Right Turn Subtotal 786 784 99.7% 1.4 0.3 A Left Turn Through 754 726 96.3% 1.4 0.4 A Right Turn 34 32 95.3% 1.2 0.5 A Subtotal 788 758 96.2% 1.4 0.4 A Left Turn 26 26 100.0% 22.9 8.1 C Through Right Turn 35 34 98.3% 15.0 6.2 C Subtotal 61 60 99.0% 17.7 6.4 C Left Turn Through Right Turn Subtotal Total 1,635 1,603 98.0% 2.0 0.4 A 16.8 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 23 109.5% 15.3 6.5 B Through 736 730 99.2% 6.9 0.7 A Right Turn 48 47 97.1% 6.9 2.4 A Subtotal 805 800 99.4% 7.1 0.7 A Left Turn 9 8 93.3% 9.3 9.1 A Through 761 733 96.3% 6.5 0.8 A Right Turn 28 26 93.9% 4.9 2.8 A Subtotal 798 767 96.2% 6.5 0.8 A Left Turn 52 55 106.5% 23.3 4.4 C Through 18 17 93.3% 20.6 6.9 C Right Turn 39 36 92.3% 14.9 4.6 B Subtotal 109 108 99.3% 20.2 2.9 C Left Turn 29 29 98.3% 20.8 4.8 C Through 9 10 111.1% 20.1 9.1 C Right Turn 13 12 90.0% 6.1 3.5 A Subtotal 51 50 98.4% 17.7 4.7 B Total 1,763 1,726 97.9% 8.2 0.8 A 23.5 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 98.3% 4.6 6.4 A Through 795 790 99.4% 2.1 0.6 A Right Turn 4 4 92.5% 0.6 1.0 A Subtotal 805 800 99.3% 2.1 0.6 A Left Turn 18 17 91.7% 12.6 8.3 B Through 795 765 96.2% 1.2 0.5 A Right Turn 6 5 90.0% 0.3 0.2 A Subtotal 819 787 96.0% 1.5 0.6 A Left Turn 6 6 103.3% 16.6 15.9 C Through 1 1 50.0% 1.8 5.7 A Right Turn 29 28 94.8% 12.3 6.1 B Subtotal 36 34 95.0% 13.3 7.6 B Left Turn 4 5 112.5% 7.0 8.0 A Through 1 1 110.0% 2.8 6.0 A Right Turn 19 19 98.4% 12.5 3.1 B Subtotal 24 24 101.3% 12.9 2.9 B Total 1,684 1,645 97.7% 2.3 0.5 A 16.6 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 152 155 101.8% 54.9 9.1 D Through 537 529 98.6% 38.8 5.6 D Right Turn 147 146 99.1% 11.9 4.1 B Subtotal 836 830 99.3% 37.4 4.7 D Left Turn 163 155 95.0% 45.3 8.0 D Through 581 557 95.9% 23.9 2.1 C Right Turn 117 115 98.2% 15.1 4.6 B Subtotal 861 827 96.0% 26.8 3.1 C Left Turn 146 148 101.0% 36.4 7.9 D Through 687 685 99.6% 24.3 2.1 C Right Turn 202 205 101.4% 4.7 1.5 A Subtotal 1,035 1,037 100.2% 22.5 2.1 C Left Turn 170 177 103.9% 42.6 9.9 D Through 620 613 98.8% 32.0 3.9 C Right Turn 157 157 100.2% 29.2 4.3 C Subtotal 947 947 100.0% 33.6 4.7 C Total 3,679 3,640 98.9% 29.8 2.1 C 54.9 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 10 10 103.0% 17.2 23.0 C Through 802 799 99.6% 4.3 1.9 A Right Turn 18 18 100.6% 0.7 0.3 A Subtotal 830 827 99.7% 4.3 2.0 A Left Turn 19 18 93.7% 9.6 4.0 A Through 896 882 98.5% 0.1 0.0 A Right Turn 42 42 99.5% 0.1 0.0 A Subtotal 957 942 98.4% 0.3 0.1 A Left Turn 29 28 96.6% 27.4 12.8 D Through Right Turn 8 7 88.8% 9.6 6.2 A Subtotal 37 35 94.9% 25.7 12.5 D Left Turn 4 3 85.0% 4.9 6.9 A Through Right Turn 14 13 90.0% 6.6 1.1 A Subtotal 18 16 88.9% 7.4 1.8 A Total 1,842 1,820 98.8% 2.7 0.9 A 27.4 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 73 75 102.5% 42.2 6.8 D Through 397 390 98.2% 38.9 2.8 D Right Turn 149 152 101.9% 25.5 5.0 C Subtotal 619 616 99.6% 35.9 3.2 D Left Turn 97 95 97.7% 48.9 6.3 D Through 216 210 97.4% 35.9 6.2 D Right Turn 98 100 102.3% 6.6 2.0 A Subtotal 411 405 98.6% 30.7 4.1 C Left Turn 111 104 93.3% 20.3 4.4 C Through 452 458 101.3% 14.5 1.9 B Right Turn 34 35 102.9% 14.5 4.5 B Subtotal 597 596 99.9% 15.5 1.5 B Left Turn 109 107 98.3% 14.1 4.2 B Through 560 559 99.9% 9.3 1.3 A Right Turn 70 70 99.7% 6.0 2.5 A Subtotal 739 736 99.6% 9.7 1.2 A Total 2,366 2,354 99.5% 21.8 0.7 C 48.2 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 38 38 100.3% 4.8 1.6 A Through 489 476 97.3% 2.2 0.7 A Right Turn Subtotal 527 514 97.5% 2.5 0.7 A Left Turn Through 405 403 99.4% 2.5 0.3 A Right Turn 152 156 102.5% 0.4 0.3 A Subtotal 557 558 100.2% 1.9 0.3 A Left Turn 98 96 98.2% 23.9 4.0 C Through Right Turn 31 31 98.4% 4.5 0.4 A Subtotal 129 127 98.2% 19.5 3.6 B Left Turn Through Right Turn Subtotal Total 1,213 1,199 98.8% 4.2 0.6 A 23.1 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 551 537 97.5% 0.1 0.0 A Right Turn 36 35 97.2% 0.0 0.0 A Subtotal 587 572 97.4% 0.1 0.0 A Left Turn 42 43 103.3% 2.7 2.2 A Through 540 541 100.3% 2.4 0.9 A Right Turn Subtotal 582 585 100.5% 2.4 1.0 A Left Turn Through Right Turn Subtotal Left Turn 17 17 99.4% 8.3 2.5 A Through Right Turn 12 10 85.0% 2.2 2.4 A Subtotal 29 27 93.4% 6.9 1.2 A Total 1,198 1,184 98.8% 1.3 0.5 A 7.6 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 100.0% 0.6 1.0 A Through 536 519 96.8% 0.1 0.1 A Right Turn 22 22 101.4% 0.4 0.1 A Subtotal 563 546 97.0% 0.1 0.1 A Left Turn 13 11 87.7% 2.7 5.2 A Through 543 545 100.4% 0.2 0.1 A Right Turn 4 5 115.0% 0.3 0.2 A Subtotal 560 561 100.2% 0.3 0.1 A Left Turn 2 1 65.0% 3.2 4.2 A Through Right Turn 8 7 83.8% 6.5 2.5 A Subtotal 10 8 80.0% 7.5 0.9 A Left Turn 37 37 100.0% 9.9 2.5 A Through Right Turn 24 23 97.5% 6.0 1.1 A Subtotal 61 60 99.0% 8.4 1.9 A Total 1,194 1,176 98.5% 0.5 0.1 A 8.2 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 90.0% 2.4 6.3 A Through 543 527 97.0% 0.2 0.1 A Right Turn 14 12 85.7% 0.4 0.1 A Subtotal 562 543 96.7% 0.2 0.1 A Left Turn 10 11 114.0% 1.6 1.4 A Through 533 535 100.4% 0.3 0.1 A Right Turn 4 4 102.5% 0.2 0.3 A Subtotal 547 551 100.7% 0.3 0.1 A Left Turn 14 13 92.9% 6.5 0.4 A Through 5 5 94.0% 4.6 4.0 A Right Turn 20 20 101.5% 5.2 1.9 A Subtotal 39 38 97.4% 6.4 0.5 A Left Turn 7 5 74.3% 8.5 4.1 A Through Right Turn 8 8 96.3% 6.2 0.7 A Subtotal 15 13 86.0% 7.7 1.4 A Total 1,163 1,145 98.4% 0.6 0.1 A 8.1 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 227 227 100.0% 47.1 5.3 D Right Turn 552 540 97.9% 2.7 0.8 A Subtotal 779 767 98.5% 16.2 2.4 B Left Turn 2 2 80.0% 28.0 33.4 C Through 94 91 97.1% 50.3 6.7 D Right Turn 47 48 102.8% 23.8 5.7 C Subtotal 143 141 98.7% 40.6 4.8 D Left Turn 83 80 96.4% 66.4 5.4 E Through 490 472 96.3% 12.2 3.2 B Right Turn 7 7 98.6% 6.8 7.6 A Subtotal 580 559 96.4% 19.5 3.4 B Left Turn 344 336 97.5% 52.7 3.3 D Through 532 538 101.0% 9.4 2.1 A Right Turn 15 15 99.3% 3.0 2.0 A Subtotal 891 888 99.7% 26.4 1.3 C Total 2,393 2,355 98.4% 22.3 1.3 C 68.2 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 8 115.7% 0.7 1.2 A Through 678 668 98.5% 1.1 0.1 A Right Turn 8 9 111.3% 0.7 0.7 A Subtotal 693 685 98.8% 1.0 0.1 A Left Turn 14 15 105.0% 2.8 6.5 A Through 500 487 97.3% 1.2 0.2 A Right Turn 3 3 93.3% 1.1 1.5 A Subtotal 517 504 97.5% 1.2 0.2 A Left Turn 6 6 98.3% 11.5 5.9 B Through 5 5 98.0% 12.2 6.3 B Right Turn 9 8 91.1% 6.6 1.3 A Subtotal 20 19 95.0% 10.3 2.4 B Left Turn 13 13 97.7% 18.8 11.1 C Through 2 2 105.0% 8.3 10.0 A Right Turn 63 62 98.7% 9.7 1.6 A Subtotal 78 77 98.7% 11.2 2.2 B Total 1,308 1,285 98.2% 1.9 0.2 A 15.4 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 22 21 96.4% 2.6 3.1 A Through 668 662 99.1% 0.7 0.2 A Right Turn Subtotal 690 683 99.0% 0.8 0.2 A Left Turn Through 505 492 97.4% 1.0 0.2 A Right Turn 17 15 90.0% 0.7 0.5 A Subtotal 522 507 97.2% 1.0 0.2 A Left Turn 23 23 99.6% 13.3 4.3 B Through Right Turn 38 37 98.2% 9.8 2.1 A Subtotal 61 60 98.7% 11.1 2.0 B Left Turn Through Right Turn Subtotal Total 1,273 1,251 98.3% 1.6 0.2 A 11.5 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 22 21 96.4% 9.0 6.4 A Through 643 636 99.0% 3.5 1.0 A Right Turn 20 17 84.5% 4.0 4.5 A Subtotal 685 674 98.5% 3.7 1.0 A Left Turn 9 9 101.1% 11.3 11.3 B Through 514 499 97.0% 5.1 0.8 A Right Turn 19 20 103.2% 4.5 2.4 A Subtotal 542 528 97.3% 5.2 0.9 A Left Turn 19 20 106.3% 23.3 5.5 C Through 7 5 70.0% 12.5 14.5 B Right Turn 19 19 99.5% 10.0 2.7 B Subtotal 45 44 97.8% 17.3 2.5 B Left Turn 26 25 95.0% 22.2 4.5 C Through 5 6 120.0% 21.1 13.2 C Right Turn 27 26 97.8% 9.3 3.3 A Subtotal 58 57 98.4% 16.3 3.5 B Total 1,330 1,303 98.0% 5.6 0.7 A 22.8 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 9 104.4% 3.7 3.0 A Through 688 682 99.1% 1.9 0.5 A Right Turn 6 6 105.0% 1.4 1.5 A Subtotal 703 698 99.2% 1.9 0.5 A Left Turn 15 16 105.3% 10.7 8.1 B Through 530 513 96.8% 0.6 0.2 A Right Turn 6 7 110.0% 0.3 0.2 A Subtotal 551 536 97.2% 0.9 0.4 A Left Turn 4 3 85.0% 6.0 5.0 A Through 3 3 93.3% 16.0 13.1 C Right Turn 12 11 90.0% 8.8 2.1 A Subtotal 19 17 89.5% 11.1 3.0 B Left Turn 3 3 113.3% 9.9 8.1 A Through Right Turn 13 11 81.5% 11.8 4.0 B Subtotal 16 14 87.5% 12.2 3.8 B Total 1,289 1,264 98.1% 1.9 0.4 A 16.0 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 119 122 102.9% 46.9 10.8 D Through 512 505 98.7% 42.5 3.3 D Right Turn 123 122 99.3% 8.5 2.9 A Subtotal 754 750 99.5% 37.9 1.8 D Left Turn 88 85 97.0% 58.5 5.7 E Through 378 364 96.2% 33.0 3.9 C Right Turn 79 79 99.5% 19.8 6.0 B Subtotal 545 528 96.8% 35.5 2.5 D Left Turn 76 79 104.3% 25.7 9.4 C Through 461 462 100.1% 15.1 3.1 B Right Turn 155 153 99.0% 3.4 0.6 A Subtotal 692 694 100.3% 13.6 2.5 B Left Turn 129 134 103.6% 22.4 3.9 C Through 527 522 99.0% 20.5 1.9 C Right Turn 119 119 100.0% 18.0 2.3 B Subtotal 775 774 99.9% 20.4 1.9 C Total 2,766 2,746 99.3% 26.6 1.2 C 58.5 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 7 88.8% 13.1 15.8 B Through 769 767 99.8% 4.8 1.0 A Right Turn 4 4 90.0% 0.6 0.5 A Subtotal 781 778 99.6% 4.9 1.1 A Left Turn 5 5 108.0% 8.0 9.6 A Through 618 609 98.5% 0.1 0.0 A Right Turn 35 32 91.7% 0.1 0.1 A Subtotal 658 646 98.2% 0.2 0.2 A Left Turn 26 26 99.6% 27.3 8.2 D Through Right Turn 7 6 90.0% 9.8 9.4 A Subtotal 33 32 97.6% 25.3 6.6 D Left Turn 7 6 88.6% 6.1 6.0 A Through Right Turn 9 9 97.8% 3.2 3.5 A Subtotal 16 15 93.8% 8.6 3.6 A Total 1,488 1,472 98.9% 3.4 0.7 A 27.3 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 67 68 101.8% 37.5 7.9 D Through 339 333 98.2% 36.5 4.8 D Right Turn 114 116 102.0% 22.4 6.3 C Subtotal 520 517 99.5% 33.3 5.1 C Left Turn 256 252 98.5% 63.3 17.6 E Through 477 474 99.3% 36.1 4.9 D Right Turn 148 149 100.7% 7.6 1.2 A Subtotal 881 875 99.3% 40.1 6.1 D Left Turn 167 159 95.3% 26.9 4.7 C Through 627 631 100.6% 18.5 3.0 B Right Turn 77 79 103.0% 14.4 5.1 B Subtotal 871 869 99.8% 19.8 3.0 B Left Turn 143 134 93.9% 19.9 5.7 B Through 616 622 100.9% 10.1 1.9 B Right Turn 180 178 99.1% 7.7 2.0 A Subtotal 939 934 99.5% 11.2 2.1 B Total 3,211 3,196 99.5% 25.7 2.0 C 53.9 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 114 114 100.1% 14.3 4.1 B Through 595 578 97.1% 3.2 0.9 A Right Turn Subtotal 709 692 97.6% 5.0 1.0 A Left Turn Through 836 834 99.8% 1.9 0.1 A Right Turn 291 293 100.8% 0.0 0.1 A Subtotal 1,127 1,128 100.1% 1.4 0.1 A Left Turn 333 328 98.6% 50.6 4.1 D Through Right Turn 163 165 101.5% 6.5 1.3 A Subtotal 496 494 99.5% 36.4 3.0 D Left Turn Through Right Turn Subtotal Total 2,332 2,314 99.2% 10.9 0.9 B 50.7 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 866 849 98.0% 0.2 0.0 A Right Turn 62 57 92.3% 0.0 0.0 A Subtotal 928 906 97.6% 0.2 0.0 A Left Turn 31 29 94.8% 2.7 1.4 A Through 1,093 1,094 100.1% 3.0 0.5 A Right Turn Subtotal 1,124 1,124 100.0% 3.0 0.5 A Left Turn Through Right Turn Subtotal Left Turn 34 33 98.2% 10.0 2.9 B Through Right Turn 41 40 97.3% 5.5 0.4 A Subtotal 75 73 97.7% 7.3 1.1 A Total 2,127 2,103 98.9% 1.9 0.3 A 8.6 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 104.0% 2.3 3.2 A Through 856 835 97.6% 0.2 0.1 A Right Turn 46 48 105.2% 0.5 0.1 A Subtotal 907 889 98.0% 0.2 0.1 A Left Turn 28 30 105.7% 1.8 1.1 A Through 1,081 1,082 100.1% 0.4 0.1 A Right Turn 6 5 85.0% 0.5 0.4 A Subtotal 1,115 1,116 100.1% 0.5 0.1 A Left Turn 4 3 67.5% 8.4 3.9 A Through Right Turn 6 5 90.0% 7.4 1.1 A Subtotal 10 8 81.0% 8.0 1.2 A Left Turn 37 37 99.7% 13.5 3.3 B Through Right Turn 24 23 97.5% 6.3 1.8 A Subtotal 61 60 98.9% 11.3 3.6 B Total 2,093 2,074 99.1% 0.7 0.1 A 13.4 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 25 24 94.0% 10.1 7.6 B Through 833 814 97.7% 0.3 0.2 A Right Turn 26 23 88.8% 0.6 0.3 A Subtotal 884 861 97.4% 0.6 0.3 A Left Turn 13 15 116.2% 5.6 2.8 A Through 1,070 1,073 100.3% 1.1 0.3 A Right Turn 4 4 102.5% 0.6 1.0 A Subtotal 1,087 1,092 100.5% 1.2 0.3 A Left Turn 5 6 110.0% 6.0 2.3 A Through 6 5 83.3% 6.3 4.0 A Right Turn 19 18 95.8% 6.1 0.4 A Subtotal 30 29 95.7% 6.6 0.7 A Left Turn 26 26 99.2% 18.1 5.2 C Through 5 6 126.0% 22.2 17.8 C Right Turn 16 15 92.5% 8.3 2.6 A Subtotal 47 47 99.8% 15.9 4.8 C Total 2,048 2,028 99.0% 1.3 0.3 A 22.2 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 6 78.6% 45.1 29.2 D Through 248 251 101.2% 47.0 6.2 D Right Turn 525 517 98.4% 2.5 1.2 A Subtotal 780 773 99.1% 17.2 4.0 B Left Turn 3 2 80.0% 29.1 34.5 C Through 316 315 99.7% 45.3 3.9 D Right Turn 220 220 99.9% 33.5 5.9 C Subtotal 539 537 99.7% 40.5 3.7 D Left Turn 184 178 96.5% 66.9 8.7 E Through 609 600 98.4% 37.3 4.0 D Right Turn 10 9 94.0% 32.6 8.9 C Subtotal 803 786 97.9% 43.4 3.8 D Left Turn 564 555 98.4% 42.7 5.8 D Through 920 922 100.2% 21.4 1.6 C Right Turn 35 37 106.3% 3.2 0.9 A Subtotal 1,519 1,514 99.7% 28.6 2.2 C Total 3,641 3,611 99.2% 31.5 1.4 C 72.6 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 5 86.7% 0.7 0.8 A Through 777 771 99.2% 1.0 0.1 A Right Turn 24 24 97.9% 1.3 0.8 A Subtotal 807 800 99.1% 1.0 0.1 A Left Turn 66 68 102.3% 0.8 0.2 A Through 787 774 98.4% 1.8 0.5 A Right Turn 12 13 109.2% 1.7 1.3 A Subtotal 865 855 98.8% 1.7 0.4 A Left Turn 12 12 98.3% 21.8 12.6 C Through 3 3 113.3% 17.4 17.7 C Right Turn 29 27 92.1% 8.0 2.4 A Subtotal 44 42 95.2% 12.8 4.6 B Left Turn 11 10 89.1% 28.0 14.4 D Through 4 4 90.0% 10.1 14.6 B Right Turn 38 38 99.5% 14.3 4.7 B Subtotal 53 51 96.6% 16.9 4.8 C Total 1,769 1,747 98.8% 2.3 0.4 A 22.1 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 43 44 101.2% 14.8 3.6 B Through 780 774 99.3% 0.5 0.1 A Right Turn Subtotal 823 818 99.4% 1.3 0.3 A Left Turn Through 792 777 98.1% 1.7 0.5 A Right Turn 35 34 96.0% 1.6 1.2 A Subtotal 827 810 98.0% 1.7 0.5 A Left Turn 27 26 96.7% 21.1 8.4 C Through Right Turn 36 34 95.3% 11.8 3.0 B Subtotal 63 60 95.9% 15.8 4.5 C Left Turn Through Right Turn Subtotal Total 1,713 1,689 98.6% 2.0 0.3 A 18.3 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 22 23 106.4% 12.0 5.8 B Through 771 765 99.3% 7.6 0.8 A Right Turn 51 48 93.9% 6.0 1.6 A Subtotal 844 837 99.1% 7.6 0.8 A Left Turn 10 10 95.0% 11.6 10.2 B Through 797 779 97.7% 5.8 0.8 A Right Turn 30 29 96.3% 5.1 2.5 A Subtotal 837 817 97.6% 5.8 0.8 A Left Turn 54 58 107.0% 24.2 5.2 C Through 19 18 93.7% 18.4 6.2 B Right Turn 41 38 91.7% 13.2 3.4 B Subtotal 114 113 99.3% 19.8 2.6 B Left Turn 31 30 97.1% 23.5 3.4 C Through 10 11 108.0% 16.7 6.4 B Right Turn 14 12 87.9% 7.8 3.6 A Subtotal 55 53 96.7% 18.3 2.8 B Total 1,850 1,820 98.4% 8.1 0.3 A 22.2 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 7 102.9% 16.2 15.8 C Through 832 827 99.4% 2.9 1.3 A Right Turn 5 4 84.0% 0.8 1.1 A Subtotal 844 838 99.3% 3.0 1.3 A Left Turn 19 17 88.9% 11.7 9.0 B Through 832 813 97.7% 1.2 0.7 A Right Turn 7 6 80.0% 0.3 0.2 A Subtotal 858 836 97.4% 1.4 0.9 A Left Turn 7 7 97.1% 27.5 15.4 D Through 2 2 120.0% 11.6 11.3 B Right Turn 30 27 90.3% 13.8 3.3 B Subtotal 39 36 93.1% 16.3 4.3 C Left Turn 5 5 102.0% 9.6 6.9 A Through 2 2 80.0% 5.9 9.6 A Right Turn 20 19 92.5% 13.5 6.4 B Subtotal 27 25 93.3% 14.5 3.8 B Total 1,768 1,735 98.2% 2.8 0.7 A 16.9 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 159 162 101.8% 64.7 15.4 E Through 563 558 99.1% 42.9 11.0 D Right Turn 155 155 99.9% 12.9 5.6 B Subtotal 877 875 99.7% 42.1 9.7 D Left Turn 171 166 96.8% 44.9 9.2 D Through 609 593 97.3% 22.2 2.9 C Right Turn 122 123 101.1% 13.5 2.9 B Subtotal 902 881 97.7% 25.6 3.3 C Left Turn 152 153 100.5% 49.5 8.2 D Through 721 717 99.5% 26.7 3.4 C Right Turn 211 213 101.1% 4.5 0.6 A Subtotal 1,084 1,083 99.9% 26.0 2.8 C Left Turn 178 186 104.7% 45.6 10.5 D Through 651 642 98.6% 33.9 2.8 C Right Turn 165 164 99.6% 29.7 4.9 C Subtotal 994 992 99.8% 35.4 3.5 D Total 3,857 3,832 99.3% 32.1 2.0 C 64.7 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 10 11 106.0% 10.5 5.3 B Through 841 837 99.5% 5.0 2.6 A Right Turn 19 20 104.7% 0.7 0.5 A Subtotal 870 867 99.7% 5.0 2.6 A Left Turn 20 20 98.0% 8.5 8.6 A Through 940 934 99.4% 0.1 0.0 A Right Turn 42 42 99.8% 0.1 0.0 A Subtotal 1,002 996 99.4% 0.3 0.1 A Left Turn 30 31 102.0% 34.3 17.4 D Through Right Turn 9 9 96.7% 17.4 6.2 C Subtotal 39 39 100.8% 29.2 12.1 D Left Turn 5 5 104.0% 4.5 8.9 A Through Right Turn 15 15 98.7% 6.8 3.9 A Subtotal 20 20 100.0% 8.7 4.3 A Total 1,931 1,922 99.5% 3.3 1.5 A 30.1 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 69 71 102.9% 40.8 8.6 D Through 378 372 98.4% 41.1 4.7 D Right Turn 142 146 102.5% 30.0 7.1 C Subtotal 589 588 99.9% 38.2 4.4 D Left Turn 93 91 97.6% 47.6 9.7 D Through 206 201 97.5% 33.2 4.0 C Right Turn 93 95 101.7% 6.0 1.2 A Subtotal 392 386 98.5% 29.0 3.9 C Left Turn 106 99 93.1% 19.0 4.5 B Through 431 437 101.5% 12.6 1.5 B Right Turn 32 33 103.4% 7.9 4.0 A Subtotal 569 569 100.0% 13.6 1.9 B Left Turn 104 104 100.3% 13.5 3.4 B Through 534 531 99.4% 9.5 2.8 A Right Turn 68 68 99.6% 5.7 2.4 A Subtotal 706 703 99.6% 9.7 2.0 A Total 2,256 2,247 99.6% 21.6 1.6 C 49.1 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 36 36 100.8% 4.0 1.4 A Through 467 455 97.5% 2.0 0.5 A Right Turn Subtotal 503 491 97.7% 2.2 0.5 A Left Turn Through 387 386 99.7% 2.3 0.3 A Right Turn 145 150 103.2% 0.6 0.4 A Subtotal 532 536 100.7% 1.8 0.3 A Left Turn 93 90 97.2% 23.8 4.6 C Through Right Turn 29 28 97.2% 4.9 0.7 A Subtotal 122 119 97.2% 20.0 4.0 B Left Turn Through Right Turn Subtotal Total 1,157 1,146 99.0% 4.1 0.7 A 23.8 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 525 511 97.4% 0.2 0.1 A Right Turn 35 34 97.1% 0.0 0.0 A Subtotal 560 545 97.4% 0.2 0.1 A Left Turn 40 41 102.8% 2.6 1.6 A Through 516 519 100.6% 1.8 0.7 A Right Turn Subtotal 556 560 100.8% 1.9 0.6 A Left Turn Through Right Turn Subtotal Left Turn 16 16 101.9% 8.1 1.6 A Through Right Turn 11 10 89.1% 5.3 0.8 A Subtotal 27 26 96.7% 6.9 1.0 A Total 1,143 1,132 99.0% 1.3 0.3 A 8.1 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 0.2 0.2 A Through 511 497 97.2% 0.1 0.0 A Right Turn 21 20 96.2% 0.4 0.2 A Subtotal 536 521 97.2% 0.1 0.0 A Left Turn 12 11 87.5% 0.5 0.2 A Through 518 522 100.8% 0.2 0.0 A Right Turn 3 3 110.0% 0.2 0.2 A Subtotal 533 536 100.6% 0.2 0.0 A Left Turn 1 0 30.0% 0.0 0.0 A Through Right Turn 7 7 95.7% 0.0 0.0 A Subtotal 8 7 87.5% 0.0 0.0 A Left Turn 36 35 95.8% 9.2 1.5 A Through Right Turn 23 22 95.7% 6.5 1.2 A Subtotal 59 57 95.8% 8.1 1.0 A Total 1,136 1,121 98.6% 0.5 0.1 A 8.1 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 1.3 2.7 A Through 518 504 97.2% 0.1 0.0 A Right Turn 13 11 83.8% 0.5 0.3 A Subtotal 535 519 96.9% 0.2 0.0 A Left Turn 9 10 113.3% 1.5 1.4 A Through 508 511 100.5% 0.3 0.1 A Right Turn 3 3 93.3% 0.5 1.1 A Subtotal 520 524 100.7% 0.4 0.1 A Left Turn 13 12 94.6% 6.2 0.4 A Through 4 4 100.0% 4.9 5.6 A Right Turn 19 20 104.2% 5.5 1.9 A Subtotal 36 36 100.3% 6.5 0.8 A Left Turn 6 5 86.7% 8.9 3.8 A Through Right Turn 7 8 110.0% 6.3 0.7 A Subtotal 13 13 99.2% 8.0 1.6 A Total 1,104 1,091 98.8% 0.6 0.1 A 8.8 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 216 213 98.8% 45.5 3.9 D Right Turn 527 517 98.2% 2.1 0.6 A Subtotal 743 731 98.3% 14.0 1.8 B Left Turn 1 1 70.0% 6.9 19.9 A Through 90 89 98.7% 51.3 10.3 D Right Turn 45 45 100.7% 20.7 10.8 C Subtotal 136 135 99.1% 40.2 8.2 D Left Turn 79 77 97.7% 67.1 8.7 E Through 467 450 96.4% 10.6 2.0 B Right Turn 6 6 105.0% 9.0 15.2 A Subtotal 552 534 96.7% 19.2 2.7 B Left Turn 328 319 97.2% 55.5 6.1 E Through 507 514 101.4% 7.9 1.6 A Right Turn 14 14 97.1% 2.9 1.4 A Subtotal 849 846 99.7% 26.0 3.9 C Total 2,280 2,246 98.5% 21.6 2.3 C 67.0 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Roundabout Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 5 80.0% 2.5 2.9 A Through 645 636 98.6% 4.3 0.7 A Right Turn 7 7 104.3% 2.9 3.1 A Subtotal 658 648 98.4% 4.3 0.7 A Left Turn 13 14 106.9% 14.7 11.0 B Through 478 465 97.3% 16.3 4.3 C Right Turn 2 1 60.0% 3.7 9.0 A Subtotal 493 480 97.4% 16.3 4.3 C Left Turn 5 5 102.0% 7.1 9.0 A Through 4 5 117.5% 7.0 10.5 A Right Turn 8 7 90.0% 7.7 7.0 A Subtotal 17 17 100.0% 8.9 5.0 A Left Turn 2 12 605.0% 9.2 7.4 A Through 1 1 100.0% 0.1 0.2 A Right Turn 60 60 100.2% 14.1 9.4 B Subtotal 63 73 116.2% 13.0 7.7 B Total 1,231 1,218 99.0% 10.0 1.8 B 20.7 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 19 91.0% 2.5 1.9 A Through 636 629 98.9% 0.3 0.0 A Right Turn Subtotal 657 648 98.6% 0.3 0.0 A Left Turn Through 482 469 97.3% 0.7 0.4 A Right Turn 16 16 97.5% 0.8 0.3 A Subtotal 498 485 97.3% 0.7 0.4 A Left Turn 22 21 97.3% 15.1 7.3 C Through Right Turn 37 36 96.2% 9.0 1.8 A Subtotal 59 57 96.6% 10.9 1.7 B Left Turn Through Right Turn Subtotal Total 1,214 1,190 98.0% 0.8 0.2 A 12.2 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Roundabout Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 21 101.0% 6.3 3.0 A Through 613 604 98.5% 6.7 0.6 A Right Turn 19 17 88.9% 5.6 2.7 A Subtotal 653 642 98.3% 6.6 0.6 A Left Turn 8 3 31.3% 3.0 3.9 A Through 491 479 97.6% 4.8 1.6 A Right Turn 18 17 92.2% 5.0 2.9 A Subtotal 517 498 96.4% 4.9 1.6 A Left Turn 18 20 108.9% 8.0 5.4 A Through 6 4 70.0% 8.0 10.8 A Right Turn 18 18 98.3% 6.6 5.3 A Subtotal 42 42 98.8% 7.8 3.3 A Left Turn 24 23 94.2% 23.8 10.1 C Through 4 4 105.0% 12.6 18.8 B Right Turn 25 25 100.8% 15.0 6.0 B Subtotal 53 52 98.1% 18.6 5.1 C Total 1,265 1,234 97.5% 6.7 0.9 A 18.3 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 8 103.8% 5.0 5.7 A Through 657 649 98.8% 2.5 0.4 A Right Turn 5 5 98.0% 1.9 2.6 A Subtotal 670 662 98.8% 2.5 0.4 A Left Turn 14 14 100.0% 9.6 9.7 A Through 507 492 97.0% 0.2 0.0 A Right Turn 6 7 121.7% 0.4 0.2 A Subtotal 527 513 97.3% 0.5 0.2 A Left Turn 3 2 80.0% 8.5 18.1 A Through 2 2 85.0% 3.2 5.3 A Right Turn 11 11 98.2% 8.3 6.1 A Subtotal 16 15 93.1% 13.1 8.0 B Left Turn 2 2 100.0% 9.6 15.2 A Through Right Turn 12 10 83.3% 14.5 10.0 B Subtotal 14 12 85.7% 14.8 7.3 B Total 1,227 1,202 98.0% 1.8 0.4 A 13.0 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 114 118 103.8% 44.8 6.1 D Through 488 478 97.9% 41.6 5.9 D Right Turn 117 117 99.9% 7.5 2.2 A Subtotal 719 713 99.2% 36.8 4.9 D Left Turn 84 82 97.5% 46.6 8.1 D Through 361 346 95.8% 31.3 3.1 C Right Turn 76 76 99.6% 15.9 4.1 B Subtotal 521 504 96.6% 31.5 3.0 C Left Turn 73 76 104.7% 24.7 6.0 C Through 439 441 100.5% 14.0 1.6 B Right Turn 148 146 98.4% 3.2 0.4 A Subtotal 660 663 100.5% 12.6 1.1 B Left Turn 123 127 103.5% 23.5 3.5 C Through 502 496 98.9% 18.6 1.6 B Right Turn 113 113 100.4% 16.1 2.4 B Subtotal 738 737 99.9% 19.0 1.3 B Total 2,638 2,616 99.2% 25.0 1.5 C 46.6 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 7 91.3% 5.5 5.6 A Through 733 730 99.6% 3.7 0.7 A Right Turn 3 3 86.7% 0.6 1.0 A Subtotal 744 740 99.4% 3.7 0.7 A Left Turn 4 4 107.5% 2.4 3.5 A Through 589 578 98.1% 0.1 0.0 A Right Turn 35 32 91.1% 0.1 0.1 A Subtotal 628 614 97.8% 0.1 0.0 A Left Turn 25 24 96.4% 25.5 8.7 D Through Right Turn 6 5 86.7% 7.5 5.8 A Subtotal 31 29 94.5% 22.7 6.5 C Left Turn 6 4 71.7% 0.0 0.0 A Through Right Turn 8 8 96.3% 0.5 1.7 A Subtotal 14 12 85.7% 0.5 1.7 A Total 1,417 1,395 98.5% 2.6 0.4 A 25.5 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 63 65 102.5% 34.2 5.4 C Through 323 318 98.5% 38.6 4.1 D Right Turn 109 112 102.7% 23.9 6.0 C Subtotal 495 495 100.0% 34.6 4.4 C Left Turn 245 241 98.5% 55.4 16.1 E Through 454 447 98.5% 34.6 3.1 C Right Turn 141 142 100.8% 7.5 2.1 A Subtotal 840 831 98.9% 36.6 5.0 D Left Turn 159 153 95.9% 23.4 4.3 C Through 598 600 100.4% 16.2 2.5 B Right Turn 73 76 104.7% 15.2 5.8 B Subtotal 830 829 99.9% 17.5 2.4 B Left Turn 136 127 93.5% 22.0 7.7 C Through 587 590 100.5% 9.4 2.5 A Right Turn 173 172 99.3% 6.7 2.2 A Subtotal 896 889 99.2% 10.9 2.4 B Total 3,061 3,043 99.4% 24.3 1.8 C 55.4 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 108 108 99.8% 12.3 3.6 B Through 568 553 97.4% 3.4 1.0 A Right Turn Subtotal 676 661 97.8% 4.9 1.1 A Left Turn Through 798 791 99.2% 1.8 0.2 A Right Turn 277 278 100.5% 0.1 0.2 A Subtotal 1,075 1,070 99.5% 1.4 0.2 A Left Turn 317 313 98.8% 51.8 4.5 D Through Right Turn 155 157 101.5% 5.8 0.7 A Subtotal 472 470 99.7% 37.0 4.1 D Left Turn Through Right Turn Subtotal Total 2,223 2,201 99.0% 11.0 1.1 B 48.8 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 826 811 98.1% 0.2 0.1 A Right Turn 59 56 94.1% 0.0 0.0 A Subtotal 885 866 97.9% 0.2 0.1 A Left Turn 29 28 97.2% 2.0 0.9 A Through 1,042 1,037 99.6% 2.3 0.5 A Right Turn Subtotal 1,071 1,066 99.5% 2.3 0.5 A Left Turn Through Right Turn Subtotal Left Turn 33 33 99.7% 8.9 1.9 A Through Right Turn 39 38 98.5% 5.6 0.7 A Subtotal 72 71 99.0% 7.2 1.0 A Total 2,028 2,003 98.8% 1.6 0.3 A 8.9 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 5 112.5% 2.7 4.1 A Through 816 797 97.7% 0.2 0.1 A Right Turn 45 47 104.2% 0.5 0.1 A Subtotal 865 849 98.1% 0.2 0.0 A Left Turn 27 28 104.8% 1.6 0.9 A Through 1,030 1,027 99.7% 0.4 0.1 A Right Turn 5 4 72.0% 0.4 0.4 A Subtotal 1,062 1,059 99.7% 0.4 0.1 A Left Turn 3 2 66.7% 3.5 4.6 A Through Right Turn 5 5 102.0% 4.1 3.6 A Subtotal 8 7 88.8% 7.6 1.4 A Left Turn 36 34 95.3% 13.3 2.9 B Through Right Turn 23 22 95.7% 8.0 2.5 A Subtotal 59 56 95.4% 11.2 2.3 B Total 1,994 1,971 98.8% 0.7 0.1 A 13.3 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 23 20 87.0% 8.9 4.7 A Through 795 776 97.6% 0.4 0.3 A Right Turn 24 24 98.3% 0.6 0.2 A Subtotal 842 820 97.4% 0.7 0.4 A Left Turn 12 14 119.2% 6.3 4.4 A Through 1,020 1,018 99.8% 0.8 0.3 A Right Turn 3 3 103.3% 0.7 0.8 A Subtotal 1,035 1,035 100.0% 0.9 0.3 A Left Turn 4 4 92.5% 3.2 3.4 A Through 5 4 80.0% 3.9 6.0 A Right Turn 18 17 95.6% 6.3 0.7 A Subtotal 27 25 92.2% 6.7 1.0 A Left Turn 24 24 98.8% 16.9 5.2 C Through 4 5 127.5% 15.7 13.6 C Right Turn 15 14 93.3% 8.1 2.4 A Subtotal 43 43 99.5% 14.7 3.2 B Total 1,947 1,923 98.8% 1.2 0.2 A 16.4 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 101.7% 44.5 31.0 D Through 236 240 101.6% 40.1 5.8 D Right Turn 501 492 98.2% 1.7 0.6 A Subtotal 743 738 99.3% 13.9 2.4 B Left Turn 2 2 85.0% 6.5 20.5 A Through 301 299 99.2% 43.2 4.1 D Right Turn 210 207 98.3% 33.6 5.0 C Subtotal 513 507 98.8% 38.9 3.7 D Left Turn 175 169 96.5% 55.3 7.6 E Through 581 572 98.4% 29.1 3.1 C Right Turn 9 8 93.3% 24.6 16.4 C Subtotal 765 749 97.9% 34.8 3.5 C Left Turn 538 511 94.9% 129.6 61.2 F Through 877 873 99.6% 28.5 6.8 C Right Turn 33 35 104.8% 7.7 6.3 A Subtotal 1,448 1,418 97.9% 63.3 24.9 E Total 3,469 3,412 98.3% 43.2 9.8 D 67.0 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Roundabout Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 3 56.0% 3.8 3.9 A Through 742 738 99.4% 7.3 2.6 A Right Turn 23 21 92.2% 7.6 5.6 A Subtotal 770 762 98.9% 7.3 2.6 A Left Turn 62 62 100.5% 42.0 21.4 E Through 751 718 95.6% 38.9 15.8 E Right Turn 11 12 110.9% 47.3 35.9 E Subtotal 824 792 96.1% 39.3 16.5 E Left Turn 11 11 99.1% 31.8 24.6 D Through 2 3 135.0% 35.3 42.8 E Right Turn 27 26 95.2% 40.3 13.7 E Subtotal 40 39 98.3% 40.3 15.3 E Left Turn 10 9 91.0% 18.7 15.7 C Through 3 3 96.7% 4.4 13.1 A Right Turn 36 36 101.1% 18.9 10.2 C Subtotal 49 48 98.8% 18.0 10.5 C Total 1,683 1,642 97.6% 24.2 9.8 C 33.3 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 42 44 104.0% 9.9 6.1 A Through 744 738 99.2% 1.1 1.6 A Right Turn Subtotal 786 782 99.5% 1.7 1.5 A Left Turn Through 754 720 95.5% 6.3 11.7 A Right Turn 34 32 93.5% 5.4 10.4 A Subtotal 788 752 95.5% 6.3 11.6 A Left Turn 26 26 100.0% 18.8 7.8 C Through Right Turn 35 35 98.6% 13.1 4.3 B Subtotal 61 61 99.2% 15.8 5.4 C Left Turn Through Right Turn Subtotal Total 1,635 1,595 97.5% 4.4 5.3 A 16.0 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Roundabout Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 23 109.0% 9.8 4.1 A Through 736 729 99.1% 8.9 1.5 A Right Turn 48 46 96.7% 8.4 3.3 A Subtotal 805 799 99.2% 8.9 1.5 A Left Turn 9 3 34.4% 6.1 8.4 A Through 761 727 95.5% 12.6 3.3 B Right Turn 28 26 93.2% 10.6 2.2 B Subtotal 798 756 94.8% 12.5 3.3 B Left Turn 52 54 104.2% 56.3 32.4 F Through 18 17 91.7% 55.2 31.0 F Right Turn 39 36 91.8% 57.8 30.5 F Subtotal 109 107 97.7% 57.0 28.6 F Left Turn 29 28 97.6% 34.5 28.5 D Through 9 10 110.0% 34.5 30.2 D Right Turn 13 12 90.8% 31.3 23.9 D Subtotal 51 50 98.0% 34.8 23.9 D Total 1,763 1,711 97.1% 15.1 4.0 C 30.2 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 95.0% 9.3 8.1 A Through 795 789 99.2% 3.6 1.9 A Right Turn 4 4 92.5% 0.9 2.3 A Subtotal 805 798 99.1% 3.7 1.9 A Left Turn 18 16 90.6% 8.2 7.0 A Through 795 761 95.7% 0.3 0.0 A Right Turn 6 5 88.3% 0.4 0.3 A Subtotal 819 782 95.5% 0.4 0.1 A Left Turn 6 6 105.0% 20.4 12.8 C Through 1 1 50.0% 2.0 4.3 A Right Turn 29 28 95.2% 23.2 9.8 C Subtotal 36 34 95.6% 23.5 9.0 C Left Turn 4 5 112.5% 12.1 8.8 B Through 1 1 110.0% 3.3 7.9 A Right Turn 19 19 98.4% 13.7 9.3 B Subtotal 24 24 101.3% 14.0 8.8 B Total 1,684 1,639 97.3% 2.9 0.8 A 17.5 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 152 153 100.5% 51.8 18.2 D Through 537 530 98.8% 39.0 9.3 D Right Turn 147 146 99.0% 10.9 4.5 B Subtotal 836 829 99.1% 36.8 9.4 D Left Turn 163 155 94.8% 38.0 8.7 D Through 581 553 95.2% 22.0 1.4 C Right Turn 117 116 99.3% 14.8 3.5 B Subtotal 861 824 95.7% 24.1 2.4 C Left Turn 146 147 100.7% 37.8 7.8 D Through 687 683 99.4% 24.5 3.1 C Right Turn 202 205 101.3% 4.5 1.3 A Subtotal 1,035 1,034 99.9% 22.8 2.6 C Left Turn 170 176 103.7% 39.5 9.8 D Through 620 611 98.5% 31.5 4.8 C Right Turn 157 157 100.0% 28.7 4.6 C Subtotal 947 944 99.7% 32.7 5.0 C Total 3,679 3,631 98.7% 28.9 1.9 C 51.8 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 10 10 101.0% 16.1 18.6 C Through 802 798 99.5% 4.4 3.0 A Right Turn 18 18 100.0% 0.7 0.2 A Subtotal 830 826 99.5% 4.4 3.1 A Left Turn 19 18 93.2% 8.7 4.9 A Through 896 878 98.0% 0.2 0.2 A Right Turn 42 41 98.6% 0.2 0.2 A Subtotal 957 937 97.9% 0.3 0.3 A Left Turn 29 28 96.6% 29.3 9.8 D Through Right Turn 8 7 88.8% 11.2 8.1 B Subtotal 37 35 94.9% 27.5 9.0 D Left Turn 4 3 85.0% 4.9 6.8 A Through Right Turn 14 13 90.0% 6.6 1.1 A Subtotal 18 16 88.9% 7.4 1.7 A Total 1,842 1,814 98.5% 2.8 1.5 A 29.3 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 73 75 102.3% 40.7 6.7 D Through 397 390 98.1% 39.7 3.8 D Right Turn 149 152 102.1% 25.9 5.5 C Subtotal 619 616 99.6% 36.2 3.8 D Left Turn 97 95 97.6% 48.2 5.2 D Through 216 211 97.5% 33.9 4.4 C Right Turn 98 101 102.6% 6.3 1.8 A Subtotal 411 406 98.7% 29.4 3.1 C Left Turn 111 104 93.2% 20.2 4.7 C Through 452 458 101.3% 14.9 2.1 B Right Turn 34 35 102.9% 14.2 5.1 B Subtotal 597 596 99.9% 15.8 1.6 B Left Turn 109 107 98.3% 14.1 4.1 B Through 560 559 99.8% 9.2 1.4 A Right Turn 70 70 99.4% 7.0 2.9 A Subtotal 739 735 99.5% 9.8 1.1 A Total 2,366 2,354 99.5% 21.8 1.4 C 48.6 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 38 38 100.3% 4.6 1.3 A Through 489 476 97.3% 2.3 0.5 A Right Turn Subtotal 527 514 97.5% 2.5 0.5 A Left Turn Through 405 403 99.4% 2.5 0.3 A Right Turn 152 156 102.4% 0.4 0.3 A Subtotal 557 558 100.2% 1.9 0.2 A Left Turn 98 96 98.2% 23.9 4.0 C Through Right Turn 31 31 98.4% 4.5 0.4 A Subtotal 129 127 98.2% 19.5 3.6 B Left Turn Through Right Turn Subtotal Total 1,213 1,199 98.8% 4.2 0.5 A 23.1 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 551 537 97.4% 0.1 0.0 A Right Turn 36 35 96.9% 0.0 0.0 A Subtotal 587 572 97.4% 0.1 0.0 A Left Turn 42 43 103.3% 2.9 2.1 A Through 540 541 100.3% 2.4 1.0 A Right Turn Subtotal 582 585 100.5% 2.4 1.1 A Left Turn Through Right Turn Subtotal Left Turn 17 17 99.4% 8.6 3.3 A Through Right Turn 12 10 85.0% 2.2 2.4 A Subtotal 29 27 93.4% 7.1 1.5 A Total 1,198 1,184 98.8% 1.3 0.6 A 7.7 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 100.0% 0.2 0.2 A Through 536 519 96.8% 0.1 0.1 A Right Turn 22 22 101.4% 0.4 0.2 A Subtotal 563 546 97.0% 0.1 0.1 A Left Turn 13 11 87.7% 0.8 0.7 A Through 543 545 100.3% 0.3 0.1 A Right Turn 4 5 115.0% 0.5 0.3 A Subtotal 560 561 100.1% 0.3 0.1 A Left Turn 2 1 65.0% 3.3 4.4 A Through Right Turn 8 7 83.8% 7.1 0.7 A Subtotal 10 8 80.0% 7.3 0.8 A Left Turn 37 37 100.0% 9.5 1.4 A Through Right Turn 24 23 97.5% 7.0 0.7 A Subtotal 61 60 99.0% 8.5 1.1 A Total 1,194 1,176 98.5% 1.1 0.1 A 8.0 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 90.0% 2.5 6.3 A Through 543 527 97.0% 0.2 0.1 A Right Turn 14 12 85.7% 0.5 0.2 A Subtotal 562 543 96.7% 0.2 0.1 A Left Turn 10 11 113.0% 1.7 1.5 A Through 533 535 100.4% 0.3 0.1 A Right Turn 4 4 102.5% 0.2 0.3 A Subtotal 547 550 100.6% 0.4 0.1 A Left Turn 14 13 92.9% 6.5 0.4 A Through 5 5 94.0% 4.5 4.0 A Right Turn 20 20 101.5% 5.2 1.9 A Subtotal 39 38 97.4% 6.4 0.5 A Left Turn 7 5 74.3% 8.8 4.5 A Through Right Turn 8 8 96.3% 6.1 0.3 A Subtotal 15 13 86.0% 7.5 1.4 A Total 1,163 1,145 98.4% 0.6 0.1 A 8.0 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 227 227 99.9% 47.2 3.5 D Right Turn 552 540 97.8% 2.5 0.7 A Subtotal 779 766 98.4% 15.9 1.5 B Left Turn 2 2 80.0% 28.3 32.7 C Through 94 91 97.1% 50.6 6.1 D Right Turn 47 48 102.8% 25.3 6.6 C Subtotal 143 141 98.7% 41.3 3.9 D Left Turn 83 80 96.1% 66.9 6.8 E Through 490 471 96.2% 12.3 2.5 B Right Turn 7 7 98.6% 5.7 8.1 A Subtotal 580 558 96.2% 19.5 2.8 B Left Turn 344 335 97.4% 55.5 6.7 E Through 532 538 101.0% 9.3 1.7 A Right Turn 15 15 99.3% 2.9 1.6 A Subtotal 891 888 99.6% 27.4 2.5 C Total 2,393 2,353 98.3% 22.7 1.1 C 67.6 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Roundabout Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 6 84.3% 3.0 3.1 A Through 678 666 98.3% 4.8 0.8 A Right Turn 8 9 112.5% 4.3 7.1 A Subtotal 693 681 98.3% 4.8 0.8 A Left Turn 14 15 105.0% 10.6 4.2 B Through 500 486 97.3% 15.0 3.0 B Right Turn 3 3 93.3% 6.7 12.4 A Subtotal 517 504 97.4% 14.9 2.9 B Left Turn 6 6 98.3% 18.2 15.8 C Through 5 5 98.0% 11.8 13.1 B Right Turn 9 8 91.1% 18.0 12.3 C Subtotal 20 19 95.0% 17.9 9.9 C Left Turn 13 13 96.2% 19.3 13.0 C Through 2 2 110.0% 4.1 12.1 A Right Turn 63 62 98.3% 13.5 6.6 B Subtotal 78 77 98.2% 13.0 4.7 B Total 1,308 1,281 97.9% 9.9 1.1 A 17.8 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 22 21 94.5% 3.9 3.2 A Through 668 661 98.9% 0.3 0.0 A Right Turn Subtotal 690 681 98.7% 0.4 0.1 A Left Turn Through 505 492 97.4% 0.6 0.1 A Right Turn 17 15 90.6% 0.8 0.3 A Subtotal 522 507 97.1% 0.6 0.1 A Left Turn 23 23 100.0% 13.7 2.5 B Through Right Turn 38 37 98.4% 9.6 2.4 A Subtotal 61 60 99.0% 11.1 2.0 B Left Turn Through Right Turn Subtotal Total 1,273 1,249 98.1% 1.1 0.1 A 13.7 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Roundabout Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 22 21 96.4% 7.0 3.2 A Through 643 635 98.8% 6.3 0.7 A Right Turn 20 17 84.0% 6.2 3.1 A Subtotal 685 673 98.2% 6.3 0.6 A Left Turn 9 4 42.2% 7.5 8.0 A Through 514 500 97.2% 5.3 1.4 A Right Turn 19 20 102.6% 4.6 2.7 A Subtotal 542 523 96.5% 5.4 1.4 A Left Turn 19 20 107.4% 9.0 5.9 A Through 7 5 70.0% 3.0 3.6 A Right Turn 19 19 100.0% 8.7 4.6 A Subtotal 45 44 98.4% 9.0 4.0 A Left Turn 26 25 94.6% 18.6 4.5 C Through 5 6 120.0% 15.7 12.0 C Right Turn 27 26 97.8% 18.1 8.9 C Subtotal 58 57 98.3% 18.9 4.1 C Total 1,330 1,297 97.5% 6.8 0.6 A 25.1 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 10 105.6% 3.5 3.6 A Through 688 680 98.9% 2.5 0.7 A Right Turn 6 6 105.0% 3.3 5.7 A Subtotal 703 696 99.0% 2.5 0.7 A Left Turn 15 16 106.0% 9.3 8.6 A Through 530 514 97.0% 0.2 0.0 A Right Turn 6 7 110.0% 0.3 0.2 A Subtotal 551 537 97.4% 0.5 0.3 A Left Turn 4 3 85.0% 6.9 9.3 A Through 3 3 90.0% 7.1 12.8 A Right Turn 12 11 90.0% 7.9 3.9 A Subtotal 19 17 88.9% 13.6 6.4 B Left Turn 3 3 113.3% 10.4 12.7 B Through Right Turn 13 11 81.5% 15.4 8.8 C Subtotal 16 14 87.5% 14.3 6.5 B Total 1,289 1,264 98.1% 1.9 0.4 A 12.8 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 119 122 102.4% 44.2 10.0 D Through 512 504 98.5% 42.5 5.7 D Right Turn 123 122 99.3% 10.1 3.3 B Subtotal 754 748 99.2% 37.7 4.7 D Left Turn 88 85 96.7% 51.7 10.7 D Through 378 363 96.0% 28.5 2.9 C Right Turn 79 78 99.2% 15.0 2.7 B Subtotal 545 526 96.6% 30.3 2.3 C Left Turn 76 79 103.9% 25.6 9.8 C Through 461 462 100.1% 15.7 2.7 B Right Turn 155 153 98.8% 3.4 0.5 A Subtotal 692 694 100.2% 14.0 2.1 B Left Turn 129 134 103.6% 20.9 3.3 C Through 527 522 99.0% 20.6 1.9 C Right Turn 119 119 100.0% 17.9 3.1 B Subtotal 775 774 99.9% 20.2 1.8 C Total 2,766 2,743 99.2% 25.7 1.5 C 51.7 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 7 88.8% 11.0 19.3 B Through 769 767 99.7% 4.7 1.6 A Right Turn 4 4 90.0% 0.6 0.4 A Subtotal 781 777 99.5% 4.7 1.8 A Left Turn 5 5 108.0% 5.6 7.3 A Through 618 609 98.5% 0.1 0.0 A Right Turn 35 32 90.9% 0.1 0.0 A Subtotal 658 646 98.1% 0.2 0.2 A Left Turn 26 26 99.6% 27.9 7.9 D Through Right Turn 7 6 90.0% 10.0 9.5 A Subtotal 33 32 97.6% 26.0 6.4 D Left Turn 7 6 88.6% 6.2 6.1 A Through Right Turn 9 9 97.8% 3.2 3.5 A Subtotal 16 15 93.8% 8.6 3.7 A Total 1,488 1,470 98.8% 3.3 1.1 A 27.9 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 67 68 101.8% 38.0 7.2 D Through 339 333 98.1% 36.8 4.7 D Right Turn 114 116 102.1% 22.5 7.0 C Subtotal 520 517 99.5% 33.6 5.0 C Left Turn 256 252 98.3% 60.7 16.4 E Through 477 474 99.3% 36.0 4.2 D Right Turn 148 149 100.8% 7.3 1.2 A Subtotal 881 875 99.3% 39.2 5.3 D Left Turn 167 159 95.4% 27.0 4.0 C Through 627 631 100.6% 18.4 3.4 B Right Turn 77 79 103.1% 14.4 5.4 B Subtotal 871 869 99.8% 19.8 2.9 B Left Turn 143 135 94.1% 19.6 5.6 B Through 616 619 100.5% 10.4 1.6 B Right Turn 180 178 99.0% 7.8 2.7 A Subtotal 939 932 99.2% 11.4 2.0 B Total 3,211 3,193 99.4% 25.6 1.9 C 52.9 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 114 114 100.0% 12.7 4.4 B Through 595 577 97.0% 3.4 0.7 A Right Turn Subtotal 709 691 97.5% 4.9 0.6 A Left Turn Through 836 835 99.9% 1.9 0.2 A Right Turn 291 293 100.8% 0.0 0.0 A Subtotal 1,127 1,128 100.1% 1.4 0.1 A Left Turn 333 328 98.6% 50.6 4.1 D Through Right Turn 163 165 101.5% 6.5 1.3 A Subtotal 496 494 99.5% 36.4 3.0 D Left Turn Through Right Turn Subtotal Total 2,332 2,313 99.2% 10.9 0.8 B 50.7 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 866 848 97.9% 0.2 0.1 A Right Turn 62 57 92.3% 0.0 0.0 A Subtotal 928 905 97.5% 0.2 0.1 A Left Turn 31 29 94.8% 2.4 1.6 A Through 1,093 1,095 100.2% 2.9 0.5 A Right Turn Subtotal 1,124 1,124 100.0% 2.8 0.5 A Left Turn Through Right Turn Subtotal Left Turn 34 33 98.2% 9.7 2.8 A Through Right Turn 41 40 97.3% 5.6 0.3 A Subtotal 75 73 97.7% 7.2 1.1 A Total 2,127 2,103 98.9% 1.8 0.3 A 8.9 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 104.0% 2.0 4.1 A Through 856 835 97.5% 0.2 0.0 A Right Turn 46 48 105.2% 0.5 0.2 A Subtotal 907 889 98.0% 0.2 0.0 A Left Turn 28 30 106.1% 2.3 0.8 A Through 1,081 1,082 100.1% 0.5 0.2 A Right Turn 6 5 85.0% 0.4 0.4 A Subtotal 1,115 1,117 100.1% 0.5 0.2 A Left Turn 4 3 67.5% 3.5 4.8 A Through Right Turn 6 5 90.0% 4.2 3.6 A Subtotal 10 8 81.0% 7.7 1.7 A Left Turn 37 37 99.7% 13.0 3.8 B Through Right Turn 24 23 97.5% 9.4 3.4 A Subtotal 61 60 98.9% 11.4 3.4 B Total 2,093 2,074 99.1% 0.8 0.1 A 13.0 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 25 24 94.4% 10.0 4.9 B Through 833 814 97.7% 0.4 0.2 A Right Turn 26 23 88.5% 0.6 0.2 A Subtotal 884 861 97.3% 0.7 0.3 A Left Turn 13 15 116.9% 5.9 3.1 A Through 1,070 1,072 100.2% 1.1 0.3 A Right Turn 4 4 102.5% 0.7 1.1 A Subtotal 1,087 1,092 100.4% 1.2 0.3 A Left Turn 5 6 110.0% 6.7 3.0 A Through 6 5 83.3% 7.3 5.9 A Right Turn 19 18 95.8% 6.1 0.5 A Subtotal 30 29 95.7% 6.9 1.1 A Left Turn 26 26 99.2% 19.7 4.8 C Through 5 6 126.0% 21.4 15.2 C Right Turn 16 15 92.5% 7.2 1.9 A Subtotal 47 47 99.8% 16.5 4.5 C Total 2,048 2,028 99.0% 1.4 0.3 A 21.4 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 6 80.0% 63.0 33.4 E Through 248 250 100.6% 42.1 5.3 D Right Turn 525 516 98.4% 1.8 0.8 A Subtotal 780 772 98.9% 15.5 2.9 B Left Turn 3 2 80.0% 30.5 36.1 C Through 316 315 99.7% 45.3 2.9 D Right Turn 220 220 99.9% 33.9 6.0 C Subtotal 539 537 99.6% 40.8 3.0 D Left Turn 184 177 96.4% 64.4 9.3 E Through 609 600 98.5% 36.6 3.3 D Right Turn 10 10 95.0% 33.2 10.5 C Subtotal 803 787 98.0% 42.4 3.7 D Left Turn 564 556 98.5% 41.5 3.6 D Through 920 922 100.2% 21.1 1.9 C Right Turn 35 37 106.3% 3.2 0.7 A Subtotal 1,519 1,515 99.7% 28.0 1.7 C Total 3,641 3,610 99.2% 30.8 1.1 C 65.9 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Roundabout Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 3 56.7% 6.7 6.5 A Through 777 771 99.2% 9.9 4.9 A Right Turn 24 23 97.5% 11.4 8.4 B Subtotal 807 798 98.8% 9.9 4.9 A Left Turn 66 66 100.2% 70.9 22.7 F Through 787 760 96.5% 74.7 29.8 F Right Turn 12 13 105.8% 47.3 22.7 E Subtotal 865 838 96.9% 74.0 28.9 F Left Turn 12 11 91.7% 77.7 65.2 F Through 3 3 113.3% 58.3 117.3 F Right Turn 29 26 90.0% 84.2 58.1 F Subtotal 44 41 92.0% 77.0 51.2 F Left Turn 11 10 89.1% 53.5 52.3 F Through 4 4 90.0% 1.8 4.5 A Right Turn 38 38 100.0% 35.3 22.4 E Subtotal 53 51 97.0% 38.1 30.1 E Total 1,769 1,728 97.7% 43.3 13.4 E 53.3 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 43 43 100.7% 11.5 4.9 B Through 780 773 99.1% 0.7 1.2 A Right Turn Subtotal 823 816 99.1% 1.4 1.1 A Left Turn Through 792 760 96.0% 6.8 8.8 A Right Turn 35 33 95.1% 5.2 7.7 A Subtotal 827 793 95.9% 6.7 8.8 A Left Turn 27 26 96.7% 29.4 12.2 D Through Right Turn 36 34 95.3% 20.7 10.8 C Subtotal 63 60 95.9% 24.5 9.8 C Left Turn Through Right Turn Subtotal Total 1,713 1,670 97.5% 4.7 4.1 A 20.6 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Roundabout Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 22 24 107.3% 11.0 4.1 B Through 771 761 98.7% 10.2 1.5 B Right Turn 51 48 93.7% 9.6 4.7 A Subtotal 844 832 98.6% 10.3 1.7 B Left Turn 10 5 45.0% 11.4 7.4 B Through 797 761 95.4% 15.1 3.3 C Right Turn 30 29 97.0% 14.4 4.5 B Subtotal 837 794 94.9% 15.1 3.2 C Left Turn 54 57 106.3% 102.5 77.6 F Through 19 18 92.6% 113.9 70.3 F Right Turn 41 37 91.0% 90.9 67.8 F Subtotal 114 112 98.5% 102.4 71.7 F Left Turn 31 30 97.4% 39.6 29.2 E Through 10 11 108.0% 30.2 30.0 D Right Turn 14 13 89.3% 43.2 23.2 E Subtotal 55 54 97.3% 41.4 24.4 E Total 1,850 1,792 96.9% 22.0 7.8 C 37.0 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 7 102.9% 6.8 7.5 A Through 832 823 98.9% 2.3 0.9 A Right Turn 5 4 84.0% 0.2 0.3 A Subtotal 844 835 98.9% 2.4 0.9 A Left Turn 19 16 86.3% 11.9 8.3 B Through 832 796 95.6% 0.3 0.0 A Right Turn 7 6 81.4% 0.4 0.2 A Subtotal 858 818 95.3% 0.6 0.3 A Left Turn 7 7 97.1% 31.7 17.4 D Through 2 2 120.0% 8.2 12.0 A Right Turn 30 27 90.7% 18.1 10.4 C Subtotal 39 36 93.3% 21.8 8.5 C Left Turn 5 5 102.0% 16.5 10.2 C Through 2 2 80.0% 7.6 11.9 A Right Turn 20 19 93.0% 12.7 4.0 B Subtotal 27 25 93.7% 14.0 3.5 B Total 1,768 1,714 97.0% 2.1 0.6 A 28.6 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet + Roundabouts Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 159 160 100.8% 71.0 29.7 E Through 563 554 98.5% 45.1 13.4 D Right Turn 155 155 99.9% 13.5 5.9 B Subtotal 877 870 99.1% 44.8 14.5 D Left Turn 171 161 93.9% 41.1 6.6 D Through 609 579 95.1% 22.2 3.2 C Right Turn 122 121 99.5% 14.7 4.0 B Subtotal 902 861 95.5% 24.8 2.9 C Left Turn 152 151 99.6% 47.6 9.2 D Through 721 719 99.7% 27.0 3.4 C Right Turn 211 213 101.1% 4.6 0.7 A Subtotal 1,084 1,084 100.0% 25.9 2.5 C Left Turn 178 186 104.6% 43.5 9.9 D Through 651 642 98.6% 33.0 2.6 C Right Turn 165 165 99.7% 28.7 4.8 C Subtotal 994 993 99.9% 34.3 3.0 C Total 3,857 3,807 98.7% 32.2 2.7 C 71.0 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 10 11 106.0% 22.1 20.9 C Through 841 836 99.4% 7.6 5.1 A Right Turn 19 20 104.7% 0.9 0.4 A Subtotal 870 867 99.6% 7.6 5.1 A Left Turn 20 20 98.0% 14.2 9.7 B Through 940 921 98.0% 0.1 0.1 A Right Turn 42 41 97.4% 0.1 0.0 A Subtotal 1,002 981 97.9% 0.5 0.4 A Left Turn 30 31 101.7% 41.9 27.5 E Through Right Turn 9 9 96.7% 11.9 6.2 B Subtotal 39 39 100.5% 37.6 23.8 E Left Turn 5 5 104.0% 7.8 10.7 A Through Right Turn 15 15 98.7% 6.8 1.3 A Subtotal 20 20 100.0% 8.0 2.4 A Total 1,931 1,907 98.8% 4.6 2.9 A 41.9 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 6/3/2019 ---PAGE BREAK--- Appendix C: Maximum Buildout Traffic Analysis Results ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 69 72 104.5% 42.0 6.1 D Through 370 364 98.5% 42.8 8.2 D Right Turn 132 134 101.7% 29.0 7.2 C Subtotal 571 571 99.9% 39.4 7.7 D Left Turn 61 59 97.2% 53.9 10.7 D Through 197 193 98.1% 39.3 5.0 D Right Turn 81 81 100.0% 4.8 1.6 A Subtotal 339 334 98.4% 34.4 3.4 C Left Turn 94 86 91.4% 18.3 4.5 B Through 415 423 101.8% 10.4 3.3 B Right Turn 32 32 98.8% 6.7 4.2 A Subtotal 541 540 99.8% 11.4 2.8 B Left Turn 91 93 102.6% 11.3 4.6 B Through 515 513 99.6% 7.6 1.3 A Right Turn 38 36 95.0% 7.1 4.3 A Subtotal 644 643 99.8% 8.2 1.5 A Total 2,095 2,087 99.6% 22.1 3.1 C 53.9 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 32 100.3% 4.7 3.1 A Through 423 409 96.6% 2.3 0.5 A Right Turn Subtotal 455 441 96.9% 2.5 0.7 A Left Turn Through 338 336 99.4% 2.3 0.5 A Right Turn 138 142 103.2% 0.4 0.4 A Subtotal 476 478 100.5% 1.8 0.4 A Left Turn 88 88 99.5% 24.2 3.8 C Through Right Turn 25 24 97.2% 4.7 1.1 A Subtotal 113 112 99.0% 20.7 3.3 C Left Turn Through Right Turn Subtotal Total 1,044 1,031 98.8% 4.4 0.6 A 23.9 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 498 483 97.1% 0.1 0.0 A Right Turn 13 13 100.8% 0.0 0.0 A Subtotal 511 497 97.2% 0.1 0.0 A Left Turn 32 31 97.8% 2.7 1.5 A Through 473 476 100.7% 1.9 0.6 A Right Turn Subtotal 505 508 100.5% 1.9 0.6 A Left Turn Through Right Turn Subtotal Left Turn 3 2 66.7% 7.6 7.4 A Through Right Turn 4 3 72.5% 1.4 2.3 A Subtotal 7 5 70.0% 9.0 6.0 A Total 1,023 1,009 98.6% 1.1 0.3 A 5.5 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 5 122.5% 0.2 0.2 A Through 495 479 96.8% 0.1 0.1 A Right Turn 3 3 83.3% 0.2 0.2 A Subtotal 502 487 96.9% 0.1 0.1 A Left Turn 2 2 105.0% 0.2 0.2 A Through 500 503 100.6% 0.2 0.1 A Right Turn 3 2 80.0% 0.3 0.6 A Subtotal 505 508 100.5% 0.2 0.1 A Left Turn 1 0 30.0% 0.0 0.0 A Through Right Turn 7 7 95.7% 7.2 0.8 A Subtotal 8 7 87.5% 7.2 0.8 A Left Turn 3 2 76.7% 5.2 5.3 A Through Right Turn 5 5 94.0% 2.9 4.0 A Subtotal 8 7 87.5% 8.1 3.2 A Total 1,023 1,008 98.6% 0.2 0.0 A 7.0 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 2 2 105.0% 0.4 0.7 A Through 486 471 97.0% 0.1 0.1 A Right Turn 13 11 85.4% 0.6 0.2 A Subtotal 501 485 96.7% 0.2 0.1 A Left Turn 9 10 110.0% 2.3 2.8 A Through 482 485 100.7% 0.2 0.1 A Right Turn 3 3 96.7% 0.3 0.2 A Subtotal 494 498 100.9% 0.3 0.1 A Left Turn 13 12 91.5% 7.7 2.0 A Through 4 4 87.5% 2.8 3.6 A Right Turn 17 17 97.6% 5.8 0.3 A Subtotal 34 32 94.1% 6.6 0.6 A Left Turn 6 5 86.7% 8.6 8.2 A Through Right Turn 7 8 110.0% 7.6 3.5 A Subtotal 13 13 99.2% 8.8 4.6 A Total 1,042 1,028 98.6% 0.5 0.1 A 8.6 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 204 202 98.8% 61.8 3.3 E Right Turn 497 490 98.6% 4.6 1.5 A Subtotal 701 692 98.7% 21.7 2.1 C Left Turn 1 1 50.0% 27.1 44.9 C Through 79 79 99.5% 53.5 6.8 D Right Turn 37 38 101.4% 26.7 9.0 C Subtotal 117 117 99.7% 45.4 7.7 D Left Turn 70 68 96.7% 74.1 7.6 E Through 444 428 96.4% 6.5 1.7 A Right Turn 6 6 101.7% 2.2 2.8 A Subtotal 520 502 96.5% 15.0 3.1 B Left Turn 301 292 97.1% 52.6 5.9 D Through 489 497 101.6% 7.0 1.6 A Right Turn 14 15 103.6% 2.3 2.0 A Subtotal 804 803 99.9% 22.9 1.9 C Total 2,142 2,113 98.7% 22.4 1.4 C 69.4 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 103.3% 0.4 0.7 A Through 603 594 98.5% 0.4 0.1 A Right Turn 3 4 116.7% 0.3 0.3 A Subtotal 612 604 98.6% 0.4 0.1 A Left Turn 13 13 96.9% 0.9 1.1 A Through 440 429 97.5% 0.3 0.1 A Right Turn 2 2 105.0% 0.1 0.2 A Subtotal 455 444 97.5% 0.4 0.1 A Left Turn 5 5 102.0% 7.0 8.1 A Through 4 5 117.5% 2.2 4.6 A Right Turn 8 7 90.0% 2.5 3.3 A Subtotal 17 17 100.0% 11.1 4.8 B Left Turn 8 7 91.3% 13.7 7.9 B Through 1 1 90.0% 4.0 5.8 A Right Turn 60 60 100.0% 8.6 1.6 A Subtotal 69 68 98.8% 9.3 2.3 A Total 1,153 1,132 98.2% 1.2 0.2 A 8.2 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 98.0% 1.8 2.4 A Through 610 602 98.7% 0.2 0.0 A Right Turn Subtotal 615 607 98.7% 0.2 0.0 A Left Turn Through 451 438 97.2% 0.2 0.0 A Right Turn 5 6 110.0% 0.3 0.2 A Subtotal 456 444 97.3% 0.2 0.0 A Left Turn 2 2 75.0% 8.4 13.4 A Through Right Turn 7 6 78.6% 4.9 5.3 A Subtotal 9 7 77.8% 12.1 11.4 B Left Turn Through Right Turn Subtotal Total 1,080 1,058 97.9% 0.3 0.0 A 5.2 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 9 94.4% 5.4 5.0 A Through 585 576 98.4% 1.4 0.5 A Right Turn 18 15 85.6% 0.8 0.7 A Subtotal 612 600 98.0% 1.5 0.6 A Left Turn 6 5 81.7% 7.7 8.7 A Through 441 429 97.2% 4.1 1.2 A Right Turn 9 9 96.7% 1.8 3.0 A Subtotal 456 442 97.0% 4.2 1.1 A Left Turn 5 6 118.0% 18.3 17.7 B Through 5 5 98.0% 19.1 17.2 B Right Turn 7 6 91.4% 7.0 3.3 A Subtotal 17 17 101.2% 16.2 9.1 B Left Turn 22 21 96.4% 19.7 5.9 B Through 3 3 106.7% 9.8 15.3 A Right Turn 24 25 102.5% 7.0 1.4 A Subtotal 49 49 100.0% 13.5 4.7 B Total 1,134 1,108 97.7% 3.6 0.5 A 24.6 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 7 82.5% 2.1 2.3 A Through 616 608 98.7% 0.5 0.2 A Right Turn 5 5 104.0% 0.3 0.2 A Subtotal 629 620 98.5% 0.5 0.2 A Left Turn 14 15 110.0% 1.5 0.9 A Through 450 436 96.8% 0.3 0.2 A Right Turn Subtotal 464 451 97.2% 0.3 0.3 A Left Turn 3 2 70.0% 2.8 5.4 A Through 2 2 120.0% 8.5 11.8 A Right Turn 4 4 87.5% 6.2 2.7 A Subtotal 9 8 88.9% 10.2 4.9 B Left Turn 2 2 100.0% 4.8 6.5 A Through Right Turn 12 10 83.3% 6.6 0.7 A Subtotal 14 12 85.7% 7.1 1.2 A Total 1,116 1,091 97.7% 0.6 0.2 A 7.8 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 94 96 101.7% 37.0 6.3 D Through 473 465 98.3% 33.8 3.5 C Right Turn 114 119 104.3% 25.0 4.7 C Subtotal 681 680 99.8% 32.8 2.4 C Left Turn 71 68 95.6% 52.4 11.8 D Through 331 316 95.5% 35.6 5.9 D Right Turn 55 57 103.3% 28.5 7.9 C Subtotal 457 441 96.5% 37.5 5.7 D Left Turn 54 53 97.8% 16.2 5.8 B Through 423 433 102.4% 10.8 2.1 B Right Turn 125 124 99.4% 3.4 0.6 A Subtotal 602 610 101.3% 9.7 1.6 A Left Turn 115 118 102.8% 20.1 4.9 C Through 490 486 99.1% 15.8 2.4 B Right Turn 106 106 100.2% 9.7 4.3 A Subtotal 711 710 99.8% 15.6 2.5 B Total 2,451 2,440 99.6% 24.4 1.6 C 47.9 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 714 714 100.1% 0.8 0.4 A Right Turn 3 3 113.3% 0.4 0.5 A Subtotal 717 718 100.1% 0.8 0.4 A Left Turn 4 4 90.0% 1.7 2.1 A Through 563 551 97.8% 0.1 0.0 A Right Turn Subtotal 567 554 97.7% 0.1 0.0 A Left Turn 6 5 81.7% 10.7 3.4 B Through Right Turn 1 1 110.0% 1.3 2.8 A Subtotal 7 6 85.7% 10.4 3.3 B Left Turn 6 4 70.0% 4.1 4.5 A Through Right Turn 8 8 97.5% 4.4 5.3 A Subtotal 14 12 85.7% 7.3 3.3 A Total 1,305 1,290 98.8% 0.6 0.3 A 8.0 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement AM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 56 57 102.0% 3.9 1.2 A Through 817 817 100.0% 1.4 0.4 A Right Turn Subtotal 873 874 100.1% 1.5 0.4 A Left Turn Through 522 510 97.7% 1.7 0.9 A Right Turn 69 65 94.2% 1.8 0.8 A Subtotal 591 575 97.3% 1.7 0.8 A Left Turn 11 11 101.8% 38.9 5.6 D Through Right Turn 41 41 99.5% 7.3 0.7 A Subtotal 52 52 100.0% 15.0 2.2 B Left Turn Through Right Turn Subtotal Total 1,516 1,501 99.0% 2.1 0.5 A 34.4 Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 63 65 102.4% 35.0 8.8 D Through 312 307 98.4% 41.6 5.8 D Right Turn 94 96 102.2% 26.1 6.8 C Subtotal 469 468 99.7% 37.5 5.6 D Left Turn 208 204 98.3% 48.0 8.6 D Through 445 440 98.9% 39.2 3.1 D Right Turn 127 129 101.3% 7.9 1.4 A Subtotal 780 773 99.1% 37.0 4.4 D Left Turn 144 136 94.7% 21.4 4.3 C Through 576 581 100.9% 14.1 1.9 B Right Turn 73 76 103.4% 11.9 3.0 B Subtotal 793 793 100.0% 15.2 2.1 B Left Turn 121 119 97.9% 15.7 5.9 B Through 564 564 99.9% 9.8 1.4 A Right Turn 135 134 99.1% 7.3 2.5 A Subtotal 820 816 99.5% 10.2 1.7 B Total 2,862 2,850 99.6% 24.0 1.5 C 43.1 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 103 101 97.6% 10.0 3.0 A Through 506 493 97.5% 2.6 0.9 A Right Turn Subtotal 609 594 97.5% 3.9 0.8 A Left Turn Through 747 742 99.4% 1.7 0.3 A Right Turn 269 271 100.7% 0.0 0.1 A Subtotal 1,016 1,013 99.7% 1.3 0.2 A Left Turn 309 306 98.9% 51.8 5.1 D Through Right Turn 151 154 101.9% 5.9 0.6 A Subtotal 460 460 99.9% 37.0 3.7 D Left Turn Through Right Turn Subtotal Total 2,085 2,066 99.1% 11.0 1.1 B 51.0 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 772 759 98.3% 0.1 0.0 A Right Turn 43 40 93.3% 0.0 0.0 A Subtotal 815 799 98.0% 0.1 0.0 A Left Turn 23 23 100.4% 2.8 2.7 A Through 1,001 1,000 99.9% 2.5 0.4 A Right Turn Subtotal 1,024 1,023 99.9% 2.5 0.4 A Left Turn Through Right Turn Subtotal Left Turn 15 13 86.0% 9.2 4.0 A Through Right Turn 29 28 97.2% 5.3 0.5 A Subtotal 44 41 93.4% 6.4 1.0 A Total 1,883 1,863 98.9% 1.6 0.2 A 9.2 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 1.1 1.7 A Through 794 781 98.4% 0.1 0.0 A Right Turn 3 3 83.3% 0.2 0.2 A Subtotal 801 788 98.3% 0.1 0.0 A Left Turn 3 3 90.0% 0.7 1.3 A Through 1,015 1,015 100.0% 0.3 0.1 A Right Turn 5 5 100.0% 0.5 0.4 A Subtotal 1,023 1,022 99.9% 0.3 0.1 A Left Turn 3 2 66.7% 3.7 5.0 A Through Right Turn 5 5 102.0% 4.0 3.5 A Subtotal 8 7 88.8% 7.7 1.9 A Left Turn 4 2 50.0% 7.8 5.5 A Through Right Turn 5 4 80.0% 4.0 3.7 A Subtotal 9 6 66.7% 8.0 2.9 A Total 1,841 1,823 99.0% 0.3 0.0 A 5.3 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 18 87.6% 8.5 4.1 A Through 757 746 98.6% 0.3 0.2 A Right Turn 24 22 92.1% 0.6 0.2 A Subtotal 802 787 98.1% 0.5 0.3 A Left Turn 12 15 122.5% 5.2 2.5 A Through 983 983 100.0% 0.8 0.2 A Right Turn 3 3 106.7% 0.6 1.0 A Subtotal 998 1,001 100.3% 0.9 0.2 A Left Turn 4 4 95.0% 6.7 7.4 A Through 5 4 88.0% 7.5 6.3 A Right Turn 16 16 98.1% 5.8 0.3 A Subtotal 25 24 95.6% 6.8 1.9 A Left Turn 24 24 99.2% 14.6 9.9 B Through 4 5 125.0% 17.4 20.8 C Right Turn 15 14 94.0% 7.7 2.1 A Subtotal 43 43 99.8% 12.3 4.2 B Total 1,868 1,854 99.3% 1.1 0.2 A 16.7 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 103.3% 26.2 34.5 C Through 222 222 99.8% 46.2 8.7 D Right Turn 466 457 98.0% 2.5 0.5 A Subtotal 694 685 98.6% 16.2 2.7 B Left Turn 2 2 85.0% 14.1 31.4 B Through 287 287 100.1% 44.3 3.9 D Right Turn 200 198 98.9% 34.1 5.9 C Subtotal 489 487 99.6% 40.2 3.9 D Left Turn 164 159 97.1% 59.4 6.1 E Through 554 546 98.6% 28.1 3.1 C Right Turn 9 9 97.8% 20.2 10.2 C Subtotal 727 714 98.2% 34.7 3.2 C Left Turn 502 493 98.1% 63.9 24.9 E Through 850 852 100.2% 19.7 3.1 B Right Turn 33 35 106.7% 3.3 1.4 A Subtotal 1,385 1,380 99.6% 34.8 9.7 C Total 3,295 3,265 99.1% 31.8 5.0 C 60.1 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 102.0% 0.2 0.2 A Through 693 687 99.1% 0.3 0.1 A Right Turn 18 19 104.4% 0.6 0.4 A Subtotal 716 711 99.3% 0.3 0.1 A Left Turn 62 67 108.5% 0.9 0.3 A Through 701 688 98.2% 0.5 0.1 A Right Turn 11 10 92.7% 0.6 0.3 A Subtotal 774 766 98.9% 0.5 0.1 A Left Turn 11 11 99.1% 18.7 8.2 C Through 2 3 140.0% 6.6 6.0 A Right Turn 27 26 97.0% 8.3 2.8 A Subtotal 40 40 99.8% 11.3 3.3 B Left Turn 5 4 84.0% 9.0 4.7 A Through 3 3 113.3% 8.4 7.7 A Right Turn 36 37 101.7% 7.7 1.0 A Subtotal 44 44 100.5% 8.5 1.5 A Total 1,574 1,561 99.2% 1.0 0.1 A 9.2 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 5 115.0% 1.3 2.8 A Through 709 705 99.5% 0.1 0.0 A Right Turn Subtotal 713 710 99.6% 0.2 0.0 A Left Turn Through 724 710 98.0% 0.3 0.1 A Right Turn 9 9 95.6% 0.6 0.3 A Subtotal 733 718 98.0% 0.3 0.1 A Left Turn 7 7 92.9% 12.7 5.8 B Through Right Turn 6 6 93.3% 3.9 2.8 A Subtotal 13 12 93.1% 9.4 2.2 A Left Turn Through Right Turn Subtotal Total 1,459 1,440 98.7% 0.3 0.0 A 12.7 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 12 12 102.5% 4.3 4.8 A Through 684 678 99.2% 2.6 0.5 A Right Turn 47 45 94.9% 1.5 0.7 A Subtotal 743 735 99.0% 2.6 0.5 A Left Turn 7 6 82.9% 9.6 10.2 A Through 710 697 98.1% 4.7 1.0 A Right Turn 22 21 94.5% 3.6 3.0 A Subtotal 739 723 97.9% 4.8 1.1 A Left Turn 34 35 104.1% 21.9 5.2 C Through 16 14 85.6% 27.9 8.5 C Right Turn 24 25 103.8% 12.6 7.9 B Subtotal 74 74 100.0% 19.1 5.2 B Left Turn 27 27 98.9% 19.7 7.2 B Through 8 9 110.0% 27.8 5.2 C Right Turn 10 10 97.0% 8.2 6.9 A Subtotal 45 45 100.4% 19.1 4.8 B Total 1,601 1,578 98.5% 5.2 0.9 A 23.0 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 103.3% 2.6 4.3 A Through 733 727 99.2% 0.4 0.2 A Right Turn 4 4 97.5% 0.3 0.2 A Subtotal 743 737 99.2% 0.4 0.2 A Left Turn 18 18 99.4% 4.6 3.3 A Through 731 718 98.2% 0.3 0.1 A Right Turn 2 1 70.0% 0.2 0.2 A Subtotal 751 738 98.2% 0.4 0.1 A Left Turn 6 6 100.0% 13.0 7.9 B Through 1 0 30.0% 1.0 3.1 A Right Turn 19 17 91.6% 9.2 2.8 A Subtotal 26 24 91.2% 10.5 3.9 B Left Turn 4 5 112.5% 9.2 5.2 A Through 1 1 110.0% 1.5 3.3 A Right Turn 19 19 97.9% 8.3 2.6 A Subtotal 24 24 100.8% 8.7 1.9 A Total 1,544 1,523 98.6% 0.8 0.1 A 10.5 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 127 129 101.7% 33.3 5.7 C Through 516 513 99.4% 32.9 4.2 C Right Turn 143 147 102.5% 27.1 5.1 C Subtotal 786 789 100.3% 31.9 4.0 C Left Turn 149 143 95.8% 39.1 4.9 D Through 546 534 97.8% 28.8 4.0 C Right Turn 92 93 100.8% 22.9 6.6 C Subtotal 787 770 97.8% 30.1 3.9 C Left Turn 117 118 100.8% 28.6 6.5 C Through 669 671 100.3% 19.9 1.9 B Right Turn 175 175 99.8% 5.1 1.1 A Subtotal 961 964 100.3% 18.3 2.5 B Left Turn 160 166 104.0% 30.1 5.8 C Through 605 600 99.2% 24.1 3.2 C Right Turn 145 144 99.2% 23.6 5.4 C Subtotal 910 911 100.1% 25.0 3.6 C Total 3,444 3,432 99.7% 26.1 1.3 C 40.1 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 775 781 100.8% 0.6 0.4 A Right Turn 18 15 85.0% 0.8 0.5 A Subtotal 793 796 100.4% 0.6 0.4 A Left Turn 19 19 98.9% 4.4 2.9 A Through 866 859 99.2% 0.1 0.0 A Right Turn Subtotal 885 878 99.2% 0.2 0.1 A Left Turn 6 5 81.7% 12.4 3.7 B Through Right Turn 1 1 110.0% 2.1 3.4 A Subtotal 7 6 85.7% 11.2 2.9 B Left Turn 4 3 82.5% 7.7 5.0 A Through Right Turn 14 13 90.7% 7.8 1.4 A Subtotal 18 16 88.9% 8.2 2.0 A Total 1,703 1,697 99.6% 0.5 0.2 A 10.5 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing Conditions Volume and Delay by Movement PM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 52 52 99.0% 9.7 1.3 A Through 794 795 100.1% 2.5 0.4 A Right Turn Subtotal 846 846 100.0% 3.0 0.3 A Left Turn Through 935 928 99.3% 3.7 0.6 A Right Turn 52 50 96.3% 1.8 0.5 A Subtotal 987 979 99.1% 3.6 0.5 A Left Turn 58 59 100.9% 31.8 4.6 C Through Right Turn 111 111 99.6% 10.2 1.3 B Subtotal 169 169 100.1% 17.6 1.8 B Left Turn Through Right Turn Subtotal Total 2,002 1,994 99.6% 4.6 0.5 A 32.4 Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 73 76 104.5% 46.6 10.2 D Through 389 383 98.4% 43.8 7.0 D Right Turn 139 141 101.2% 29.2 4.9 C Subtotal 601 600 99.8% 40.7 7.2 D Left Turn 65 62 95.7% 49.2 6.2 D Through 207 202 97.4% 39.8 6.6 D Right Turn 86 86 99.8% 5.7 1.7 A Subtotal 358 350 97.7% 33.9 3.7 C Left Turn 99 91 92.2% 17.9 6.7 B Through 436 444 101.7% 12.0 2.6 B Right Turn 34 34 99.7% 8.4 8.6 A Subtotal 569 569 99.9% 12.9 2.6 B Left Turn 96 98 102.3% 13.7 4.3 B Through 541 537 99.2% 8.3 1.5 A Right Turn 40 38 95.0% 4.1 2.4 A Subtotal 677 673 99.4% 8.9 1.6 A Total 2,205 2,191 99.4% 23.0 2.4 C 49.2 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 34 35 102.1% 5.0 1.5 A Through 445 430 96.7% 2.1 0.5 A Right Turn Subtotal 479 465 97.1% 2.3 0.5 A Left Turn Through 356 351 98.6% 2.4 0.3 A Right Turn 145 149 102.4% 0.3 0.4 A Subtotal 501 500 99.7% 1.8 0.3 A Left Turn 93 92 98.9% 23.7 4.5 C Through Right Turn 27 27 98.5% 4.8 0.8 A Subtotal 120 119 98.8% 20.0 3.8 C Left Turn Through Right Turn Subtotal Total 1,100 1,083 98.5% 4.2 0.7 A 23.5 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 524 507 96.8% 0.1 0.0 A Right Turn 14 15 107.9% 0.0 0.0 A Subtotal 538 523 97.1% 0.1 0.0 A Left Turn 34 33 96.5% 1.7 1.1 A Through 497 497 99.9% 1.8 0.5 A Right Turn Subtotal 531 529 99.7% 1.8 0.5 A Left Turn Through Right Turn Subtotal Left Turn 4 3 75.0% 7.4 1.3 A Through Right Turn 5 4 80.0% 5.3 0.7 A Subtotal 9 7 77.8% 6.2 0.9 A Total 1,078 1,059 98.2% 1.0 0.2 A 7.4 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 94.0% 0.2 0.2 A Through 520 503 96.8% 0.1 0.0 A Right Turn 4 4 100.0% 0.2 0.3 A Subtotal 529 512 96.7% 0.1 0.0 A Left Turn 3 3 86.7% 0.2 0.2 A Through 525 526 100.2% 0.2 0.0 A Right Turn 4 3 80.0% 0.2 0.3 A Subtotal 532 532 100.0% 0.2 0.0 A Left Turn 2 1 65.0% 3.3 4.4 A Through Right Turn 8 7 83.8% 7.2 0.7 A Subtotal 10 8 80.0% 7.4 0.7 A Left Turn 4 3 67.5% 6.9 4.4 A Through Right Turn 6 5 88.3% 5.7 0.9 A Subtotal 10 8 80.0% 6.7 1.4 A Total 1,081 1,060 98.0% 0.3 0.0 A 7.1 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 3 3 83.3% 2.3 3.6 A Through 511 494 96.6% 0.2 0.1 A Right Turn 14 14 97.9% 0.4 0.2 A Subtotal 528 510 96.6% 0.2 0.1 A Left Turn 10 11 109.0% 5.0 3.8 A Through 507 508 100.2% 0.4 0.1 A Right Turn 4 4 102.5% 0.3 0.3 A Subtotal 521 523 100.4% 0.5 0.2 A Left Turn 14 13 93.6% 7.0 1.2 A Through 5 5 92.0% 9.0 4.4 A Right Turn 18 18 102.2% 6.3 0.7 A Subtotal 37 36 97.6% 7.0 0.8 A Left Turn 7 5 74.3% 3.1 4.1 A Through Right Turn 8 8 96.3% 3.8 3.5 A Subtotal 15 13 86.0% 6.9 1.6 A Total 1,101 1,082 98.3% 0.6 0.1 A 7.6 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 215 212 98.6% 60.7 3.9 E Right Turn 522 510 97.7% 4.7 1.4 A Subtotal 737 722 97.9% 21.4 2.8 C Left Turn 2 1 70.0% 23.8 39.2 C Through 83 82 98.6% 55.6 4.0 E Right Turn 39 39 98.7% 29.3 11.4 C Subtotal 124 122 98.1% 47.3 5.1 D Left Turn 74 72 96.8% 73.2 8.8 E Through 467 445 95.3% 8.3 1.7 A Right Turn 7 7 105.7% 2.8 3.8 A Subtotal 548 524 95.6% 16.6 4.1 B Left Turn 317 309 97.5% 54.7 5.0 D Through 514 519 101.0% 6.9 1.5 A Right Turn 15 15 98.0% 2.9 2.2 A Subtotal 846 843 99.6% 24.3 2.5 C Total 2,255 2,211 98.0% 23.3 2.3 C 70.0 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 8 107.1% 0.9 0.8 A Through 634 623 98.2% 0.5 0.1 A Right Turn 4 5 115.0% 0.5 0.6 A Subtotal 645 635 98.4% 0.5 0.1 A Left Turn 14 15 104.3% 1.0 0.7 A Through 462 449 97.1% 0.3 0.1 A Right Turn 3 4 123.3% 0.3 0.5 A Subtotal 479 467 97.5% 0.4 0.1 A Left Turn 6 6 98.3% 4.5 6.2 A Through 5 5 98.0% 1.8 3.8 A Right Turn 9 8 91.1% 3.1 3.4 A Subtotal 20 19 95.0% 8.4 2.7 A Left Turn 9 8 90.0% 15.4 7.4 C Through 2 3 135.0% 12.7 8.6 B Right Turn 63 62 98.7% 9.4 1.6 A Subtotal 74 73 98.6% 10.2 2.1 B Total 1,218 1,193 98.0% 1.3 0.2 A 10.3 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 5 86.7% 1.0 1.8 A Through 642 632 98.4% 0.2 0.0 A Right Turn Subtotal 648 637 98.3% 0.2 0.0 A Left Turn Through 474 459 96.8% 0.2 0.0 A Right Turn 6 6 105.0% 0.4 0.3 A Subtotal 480 465 96.9% 0.2 0.1 A Left Turn 3 2 76.7% 7.6 7.3 A Through Right Turn 8 8 96.3% 6.5 1.3 A Subtotal 11 10 90.9% 7.5 1.6 A Left Turn Through Right Turn Subtotal Total 1,139 1,112 97.6% 0.3 0.0 A 6.3 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 10 10 97.0% 5.2 4.5 A Through 615 605 98.3% 1.2 0.5 A Right Turn 19 17 90.5% 1.0 1.0 A Subtotal 644 631 98.0% 1.2 0.5 A Left Turn 7 7 97.1% 5.9 9.2 A Through 464 450 96.9% 4.4 1.2 A Right Turn 10 9 91.0% 1.9 1.9 A Subtotal 481 466 96.8% 4.4 1.2 A Left Turn 6 7 116.7% 22.4 15.6 C Through 6 6 93.3% 21.8 16.2 C Right Turn 8 8 95.0% 6.6 5.5 A Subtotal 20 20 101.0% 19.2 10.0 B Left Turn 24 22 92.9% 21.0 8.2 C Through 4 4 102.5% 14.6 15.1 B Right Turn 26 26 98.8% 8.3 3.3 A Subtotal 54 52 96.5% 16.5 5.8 B Total 1,199 1,169 97.5% 3.7 0.9 A 22.6 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 8 88.9% 2.9 4.7 A Through 647 637 98.5% 0.4 0.1 A Right Turn 6 6 93.3% 0.4 0.3 A Subtotal 662 651 98.3% 0.4 0.2 A Left Turn 15 15 100.7% 3.6 4.7 A Through 473 456 96.3% 0.2 0.2 A Right Turn Subtotal 488 471 96.5% 0.3 0.3 A Left Turn 4 4 90.0% 6.4 7.5 A Through 3 3 110.0% 6.2 6.1 A Right Turn 5 5 102.0% 8.5 3.4 A Subtotal 12 12 100.0% 9.3 3.3 A Left Turn 3 3 113.3% 9.7 10.4 A Through Right Turn 13 11 81.5% 7.3 1.1 A Subtotal 16 14 87.5% 8.2 2.5 A Total 1,178 1,148 97.4% 0.7 0.2 A 9.7 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 99 101 102.4% 34.7 5.1 C Through 497 487 98.0% 33.9 3.8 C Right Turn 120 126 104.7% 26.4 4.7 C Subtotal 716 714 99.7% 32.6 3.6 C Left Turn 75 74 98.1% 51.0 13.0 D Through 348 333 95.7% 36.5 5.0 D Right Turn 58 58 99.1% 23.8 5.2 C Subtotal 481 464 96.5% 37.3 4.2 D Left Turn 57 55 97.2% 19.7 4.4 B Through 445 454 102.0% 11.7 3.2 B Right Turn 132 130 98.6% 3.3 1.0 A Subtotal 634 640 100.9% 10.6 2.5 B Left Turn 121 126 103.8% 19.6 4.1 B Through 515 510 99.0% 17.3 3.5 B Right Turn 112 112 99.6% 14.3 3.7 B Subtotal 748 747 99.9% 17.2 2.9 B Total 2,579 2,565 99.4% 25.1 1.0 C 52.8 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 750 749 99.9% 0.4 0.2 A Right Turn 4 5 117.5% 0.4 0.3 A Subtotal 754 754 100.0% 0.4 0.2 A Left Turn 5 5 90.0% 1.4 1.8 A Through 592 581 98.1% 0.1 0.0 A Right Turn Subtotal 597 586 98.1% 0.1 0.0 A Left Turn 7 5 72.9% 10.2 2.3 B Through Right Turn 2 2 95.0% 2.8 3.7 A Subtotal 9 7 77.8% 9.6 2.3 A Left Turn 7 6 84.3% 4.5 3.9 A Through Right Turn 9 9 101.1% 4.5 5.2 A Subtotal 16 15 93.8% 8.3 2.2 A Total 1,376 1,361 98.9% 0.4 0.1 A 10.2 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement AM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 59 60 100.8% 4.1 1.6 A Through 859 857 99.8% 1.5 0.3 A Right Turn Subtotal 918 917 99.9% 1.7 0.3 A Left Turn Through 551 540 98.1% 1.5 0.9 A Right Turn 73 70 95.2% 1.4 0.3 A Subtotal 624 610 97.7% 1.5 0.8 A Left Turn 12 12 99.2% 40.7 5.0 D Through Right Turn 44 43 96.6% 7.3 0.7 A Subtotal 56 54 97.1% 15.5 2.6 B Left Turn Through Right Turn Subtotal Total 1,598 1,581 98.9% 2.2 0.3 A 35.5 Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 67 69 102.5% 38.0 5.3 D Through 328 322 98.0% 40.3 4.3 D Right Turn 99 101 101.6% 24.5 6.2 C Subtotal 494 491 99.4% 36.5 4.4 D Left Turn 219 215 98.1% 52.9 10.9 D Through 468 464 99.1% 36.6 2.6 D Right Turn 134 135 100.4% 7.3 1.7 A Subtotal 821 814 99.1% 36.7 3.6 D Left Turn 152 144 94.8% 23.6 5.6 C Through 605 608 100.5% 15.0 1.6 B Right Turn 77 81 105.2% 13.6 4.0 B Subtotal 834 833 99.9% 16.4 1.7 B Left Turn 128 124 97.2% 19.3 6.9 B Through 593 593 100.0% 12.0 3.1 B Right Turn 142 139 97.7% 8.3 2.0 A Subtotal 863 856 99.2% 12.5 2.6 B Total 3,012 2,994 99.4% 24.7 1.2 C 44.0 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 109 108 99.4% 12.7 4.8 B Through 533 516 96.9% 3.0 0.7 A Right Turn Subtotal 642 625 97.3% 4.7 0.8 A Left Turn Through 785 780 99.3% 1.9 0.2 A Right Turn 283 285 100.6% 0.1 0.1 A Subtotal 1,068 1,064 99.6% 1.4 0.1 A Left Turn 325 321 98.8% 51.6 4.2 D Through Right Turn 159 162 101.6% 5.8 0.7 A Subtotal 484 483 99.7% 37.2 3.7 D Left Turn Through Right Turn Subtotal Total 2,194 2,172 99.0% 11.3 1.0 B 51.3 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 812 793 97.6% 0.2 0.1 A Right Turn 46 45 97.8% 0.0 0.0 A Subtotal 858 838 97.6% 0.2 0.1 A Left Turn 25 25 100.8% 2.2 2.2 A Through 1,052 1,050 99.8% 2.3 0.5 A Right Turn Subtotal 1,077 1,075 99.8% 2.3 0.5 A Left Turn Through Right Turn Subtotal Left Turn 16 14 89.4% 9.3 1.8 A Through Right Turn 31 31 99.4% 5.3 0.4 A Subtotal 47 45 96.0% 6.5 0.6 A Total 1,982 1,958 98.8% 1.5 0.3 A 9.3 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 94.0% 1.6 1.9 A Through 834 816 97.9% 0.1 0.0 A Right Turn 4 3 85.0% 0.2 0.2 A Subtotal 843 824 97.8% 0.1 0.0 A Left Turn 4 4 97.5% 0.9 2.1 A Through 1,066 1,067 100.1% 0.3 0.1 A Right Turn 6 5 88.3% 0.5 0.2 A Subtotal 1,076 1,077 100.1% 0.3 0.1 A Left Turn 4 3 67.5% 0.0 0.0 A Through Right Turn 6 5 90.0% 0.6 1.9 A Subtotal 10 8 81.0% 0.6 1.9 A Left Turn 5 4 86.0% 10.3 6.4 B Through Right Turn 6 6 95.0% 2.8 3.1 A Subtotal 11 10 90.9% 9.5 3.6 A Total 1,940 1,919 98.9% 0.3 0.0 A 5.9 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 23 20 88.3% 8.3 4.5 A Through 795 780 98.1% 0.4 0.2 A Right Turn 26 23 88.1% 0.6 0.1 A Subtotal 844 823 97.5% 0.6 0.3 A Left Turn 13 15 117.7% 7.7 4.2 A Through 1,033 1,037 100.3% 1.0 0.3 A Right Turn 4 5 115.0% 0.4 0.6 A Subtotal 1,050 1,057 100.6% 1.1 0.3 A Left Turn 5 5 94.0% 5.8 2.1 A Through 6 5 86.7% 7.6 6.8 A Right Turn 17 16 94.1% 5.9 0.4 A Subtotal 28 26 92.5% 6.8 1.5 A Left Turn 26 26 99.2% 16.3 6.3 C Through 5 6 126.0% 20.5 13.7 C Right Turn 16 15 92.5% 6.9 1.1 A Subtotal 47 47 99.8% 14.6 3.1 B Total 1,969 1,953 99.2% 1.3 0.3 A 20.5 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 6 88.6% 54.9 35.6 D Through 234 233 99.7% 44.2 6.4 D Right Turn 490 474 96.8% 2.6 1.0 A Subtotal 731 714 97.6% 16.0 2.5 B Left Turn 3 2 76.7% 15.2 32.1 B Through 302 300 99.3% 43.8 5.2 D Right Turn 210 208 99.0% 31.2 4.0 C Subtotal 515 510 99.0% 38.3 3.3 D Left Turn 173 167 96.6% 60.4 9.8 E Through 582 573 98.4% 28.8 3.5 C Right Turn 10 10 96.0% 21.9 7.9 C Subtotal 765 750 98.0% 35.7 4.4 D Left Turn 528 512 97.0% 89.2 33.7 F Through 893 894 100.1% 23.3 3.1 C Right Turn 35 37 106.9% 5.1 1.9 A Subtotal 1,456 1,443 99.1% 45.8 12.0 D Total 3,467 3,417 98.5% 36.4 4.8 D 63.3 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 7 115.0% 0.5 0.4 A Through 728 713 97.9% 0.3 0.1 A Right Turn 19 19 100.5% 0.6 0.4 A Subtotal 753 739 98.1% 0.3 0.1 A Left Turn 66 72 108.5% 1.1 0.3 A Through 737 716 97.2% 0.6 0.1 A Right Turn 12 10 84.2% 1.1 1.5 A Subtotal 815 798 97.9% 0.7 0.2 A Left Turn 12 12 96.7% 18.5 7.0 C Through 3 4 120.0% 11.8 9.6 B Right Turn 29 27 92.1% 8.6 2.0 A Subtotal 44 42 95.2% 12.4 3.0 B Left Turn 6 5 83.3% 10.9 9.0 B Through 4 5 120.0% 10.9 9.9 B Right Turn 38 37 98.2% 8.5 2.3 A Subtotal 48 47 98.1% 9.8 2.8 A Total 1,660 1,626 98.0% 1.2 0.2 A 12.4 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 4 88.0% 0.4 0.6 A Through 745 733 98.3% 0.1 0.0 A Right Turn Subtotal 750 737 98.3% 0.1 0.0 A Left Turn Through 762 740 97.1% 0.3 0.1 A Right Turn 10 8 83.0% 0.5 0.3 A Subtotal 772 749 97.0% 0.3 0.1 A Left Turn 8 6 78.8% 10.8 5.2 B Through Right Turn 7 6 82.9% 4.7 3.5 A Subtotal 15 12 80.7% 9.8 3.0 A Left Turn Through Right Turn Subtotal Total 1,537 1,498 97.4% 0.3 0.0 A 10.2 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 13 13 101.5% 4.5 4.0 A Through 719 706 98.1% 2.6 0.6 A Right Turn 50 49 97.4% 1.0 0.3 A Subtotal 782 768 98.1% 2.5 0.6 A Left Turn 8 8 100.0% 8.5 9.3 A Through 746 724 97.0% 5.0 1.0 A Right Turn 24 22 92.9% 5.0 2.5 A Subtotal 778 754 96.9% 5.1 1.0 A Left Turn 36 37 102.8% 23.6 2.8 C Through 17 14 83.5% 25.0 8.6 C Right Turn 26 26 99.6% 11.3 3.8 B Subtotal 79 77 97.6% 19.7 3.2 B Left Turn 29 28 97.9% 22.3 3.5 C Through 9 10 107.8% 20.9 9.7 C Right Turn 11 10 92.7% 7.1 3.7 A Subtotal 49 48 98.6% 19.4 4.1 B Total 1,688 1,647 97.6% 5.2 0.5 A 23.1 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 8 108.6% 4.1 5.4 A Through 770 759 98.5% 0.5 0.2 A Right Turn 5 6 114.0% 0.3 0.2 A Subtotal 782 772 98.7% 0.6 0.2 A Left Turn 19 16 86.3% 5.6 4.6 A Through 768 747 97.3% 0.4 0.2 A Right Turn 3 3 86.7% 0.2 0.2 A Subtotal 790 766 96.9% 0.5 0.2 A Left Turn 7 7 104.3% 13.2 5.1 B Through 2 1 65.0% 7.3 12.8 A Right Turn 20 19 95.5% 8.1 1.5 A Subtotal 29 28 95.5% 10.0 2.0 A Left Turn 5 5 102.0% 7.3 4.9 A Through 2 2 80.0% 3.6 6.0 A Right Turn 20 19 92.5% 7.6 1.7 A Subtotal 27 25 93.3% 8.8 1.8 A Total 1,628 1,591 97.7% 0.9 0.1 A 10.3 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 134 137 102.3% 32.7 5.4 C Through 542 536 99.0% 33.2 3.5 C Right Turn 151 154 102.3% 26.4 6.0 C Subtotal 827 828 100.1% 31.8 3.5 C Left Turn 157 150 95.8% 36.8 6.9 D Through 574 554 96.5% 31.3 3.8 C Right Turn 97 98 100.9% 22.4 7.3 C Subtotal 828 802 96.9% 31.2 3.2 C Left Turn 123 124 100.4% 32.4 9.2 C Through 703 699 99.4% 21.8 2.5 C Right Turn 184 184 100.2% 4.9 1.0 A Subtotal 1,010 1,007 99.7% 20.1 2.1 C Left Turn 168 175 104.0% 34.6 6.8 C Through 636 625 98.3% 26.0 1.8 C Right Turn 153 151 98.6% 23.8 6.4 C Subtotal 957 951 99.3% 27.2 1.7 C Total 3,622 3,587 99.0% 27.4 1.4 C 38.5 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 814 816 100.3% 0.5 0.2 A Right Turn 19 17 87.4% 0.6 0.2 A Subtotal 833 833 100.0% 0.5 0.2 A Left Turn 20 18 92.0% 4.7 2.4 A Through 910 898 98.7% 0.1 0.0 A Right Turn Subtotal 930 917 98.6% 0.2 0.1 A Left Turn 7 5 72.9% 15.5 8.0 C Through Right Turn 2 2 95.0% 3.8 5.2 A Subtotal 9 7 77.8% 13.9 5.0 B Left Turn 5 5 98.0% 6.1 6.4 A Through Right Turn 15 15 100.7% 7.2 0.8 A Subtotal 20 20 100.0% 8.0 2.2 A Total 1,792 1,777 99.1% 0.5 0.1 A 15.5 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future Background Conditions Volume and Delay by Movement PM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 55 54 97.8% 10.4 6.4 B Through 834 835 100.1% 2.7 0.7 A Right Turn Subtotal 889 889 100.0% 3.1 0.6 A Left Turn Through 984 969 98.5% 3.8 0.9 A Right Turn 55 53 96.5% 1.8 0.7 A Subtotal 1,039 1,023 98.4% 3.7 0.8 A Left Turn 61 60 98.0% 31.8 2.8 C Through Right Turn 117 117 99.8% 9.1 1.0 A Subtotal 178 177 99.2% 16.5 1.1 B Left Turn Through Right Turn Subtotal Total 2,106 2,088 99.1% 4.6 0.6 A 33.7 Served Volume (vph) NB SB EB WB Fehr & Peers 10/30/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 86 88 102.3% 45.8 12.1 D Through 424 417 98.2% 48.3 8.0 D Right Turn 218 226 103.8% 34.9 10.1 C Subtotal 728 731 100.4% 43.8 8.7 D Left Turn 189 185 97.7% 73.0 25.2 E Through 241 238 98.6% 29.1 5.0 C Right Turn 138 138 100.1% 5.4 1.1 A Subtotal 568 560 98.6% 38.9 10.6 D Left Turn 149 139 93.4% 28.3 5.6 C Through 488 495 101.5% 22.3 4.3 C Right Turn 37 40 107.6% 16.8 6.2 B Subtotal 674 674 100.0% 23.1 3.5 C Left Turn 155 151 97.5% 24.1 6.5 C Through 598 604 100.9% 16.5 3.1 B Right Turn 143 142 99.2% 12.9 4.0 B Subtotal 896 896 100.0% 17.4 2.9 B Total 2,866 2,862 99.8% 30.3 3.7 C 73.0 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 55 55 99.6% 5.9 2.7 A Through 614 597 97.3% 2.1 0.3 A Right Turn Subtotal 669 652 97.5% 2.4 0.3 A Left Turn Through 540 538 99.6% 2.2 0.4 A Right Turn 166 163 98.4% 0.8 0.6 A Subtotal 706 702 99.4% 1.9 0.4 A Left Turn 103 102 99.2% 22.3 4.2 C Through Right Turn 40 39 98.5% 4.3 0.7 A Subtotal 143 142 99.0% 17.3 3.8 B Left Turn Through Right Turn Subtotal Total 1,518 1,495 98.5% 3.7 0.5 A 22.2 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 607 599 98.7% 0.4 0.2 A Right Turn 110 100 91.0% 0.0 0.0 A Subtotal 717 699 97.5% 0.4 0.1 A Left Turn 68 70 102.2% 5.0 2.4 A Through 611 606 99.1% 3.3 0.7 A Right Turn Subtotal 679 675 99.5% 3.5 0.6 A Left Turn Through Right Turn Subtotal Left Turn 95 96 100.9% 13.3 3.3 B Through Right Turn 57 54 95.3% 9.6 1.3 A Subtotal 152 150 98.8% 11.9 2.4 B Total 1,548 1,525 98.5% 3.7 0.5 A 13.3 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 0.6 1.1 A Through 626 616 98.4% 0.1 0.0 A Right Turn 34 32 94.4% 0.4 0.1 A Subtotal 664 652 98.3% 0.1 0.0 A Left Turn 19 17 87.4% 0.8 0.9 A Through 589 589 100.1% 0.3 0.1 A Right Turn 3 4 116.7% 0.4 0.2 A Subtotal 611 610 99.8% 0.3 0.1 A Left Turn 1 0 30.0% 0.9 2.7 A Through Right Turn 7 7 95.7% 7.2 0.8 A Subtotal 8 7 87.5% 7.3 0.7 A Left Turn 88 85 96.3% 15.5 2.8 C Through Right Turn 53 55 103.8% 12.7 1.7 B Subtotal 141 140 99.1% 14.4 2.3 B Total 1,424 1,409 98.9% 2.8 0.4 A 9.2 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 12 13 105.0% 1.0 0.9 A Through 652 645 98.9% 0.1 0.0 A Right Turn 16 15 91.3% 0.5 0.2 A Subtotal 680 672 98.8% 0.1 0.0 A Left Turn 10 11 114.0% 6.0 5.8 A Through 576 578 100.3% 0.5 0.2 A Right Turn 3 2 76.7% 0.2 0.3 A Subtotal 589 592 100.4% 0.6 0.3 A Left Turn 13 12 93.1% 7.1 0.9 A Through 4 4 97.5% 2.4 4.0 A Right Turn 23 22 96.1% 5.8 0.4 A Subtotal 40 38 95.3% 6.6 0.4 A Left Turn 12 10 84.2% 12.1 5.8 B Through Right Turn 10 10 97.0% 6.7 0.9 A Subtotal 22 20 90.0% 8.9 2.0 A Total 1,331 1,321 99.3% 0.6 0.1 A 12.1 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 258 257 99.5% 54.8 4.1 D Right Turn 631 622 98.6% 3.5 1.0 A Subtotal 889 879 98.8% 19.3 1.9 B Left Turn 1 1 70.0% 6.4 20.2 A Through 108 104 96.4% 47.0 5.2 D Right Turn 66 69 104.2% 23.4 5.0 C Subtotal 175 174 99.2% 36.9 5.0 D Left Turn 118 115 97.5% 61.6 6.5 E Through 565 550 97.3% 13.9 1.1 B Right Turn 6 7 111.7% 8.2 9.1 A Subtotal 689 672 97.5% 22.6 2.5 C Left Turn 382 378 99.0% 62.0 20.3 E Through 555 556 100.2% 11.1 1.7 B Right Turn 14 14 99.3% 2.8 0.9 A Subtotal 951 948 99.7% 31.2 7.4 C Total 2,704 2,672 98.8% 25.8 3.3 C 57.5 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 9 111.3% 0.3 0.3 A Through 788 781 99.1% 0.3 0.1 A Right Turn 23 23 97.8% 0.7 0.4 A Subtotal 819 813 99.2% 0.3 0.1 A Left Turn 13 15 114.6% 0.7 0.3 A Through 548 534 97.4% 0.7 0.1 A Right Turn 4 3 82.5% 0.7 1.1 A Subtotal 565 552 97.7% 0.7 0.1 A Left Turn 8 8 98.8% 15.1 6.2 C Through 4 4 92.5% 12.1 12.0 B Right Turn 14 12 88.6% 8.7 2.4 A Subtotal 26 24 92.3% 12.6 2.4 B Left Turn 20 19 95.5% 12.8 2.6 B Through 1 0 30.0% 0.0 0.0 A Right Turn 60 59 97.5% 8.1 0.7 A Subtotal 81 78 96.2% 9.2 0.6 A Total 1,491 1,467 98.4% 1.1 0.1 A 11.8 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 33 31 94.2% 1.4 1.6 A Through 767 758 98.8% 0.2 0.1 A Right Turn Subtotal 800 789 98.6% 0.2 0.1 A Left Turn Through 559 543 97.2% 0.3 0.1 A Right Turn 23 23 98.7% 0.6 0.3 A Subtotal 582 566 97.2% 0.3 0.1 A Left Turn 52 55 105.4% 15.9 5.9 C Through Right Turn 84 80 94.8% 12.7 4.5 B Subtotal 136 134 98.8% 14.0 5.0 B Left Turn Through Right Turn Subtotal Total 1,518 1,489 98.1% 2.2 0.7 A 9.4 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 63 67 106.8% 11.6 3.9 B Through 684 672 98.2% 5.2 1.1 A Right Turn 24 24 100.8% 1.8 1.0 A Subtotal 771 763 99.0% 5.7 1.2 A Left Turn 12 13 106.7% 15.4 8.1 B Through 582 561 96.3% 8.0 1.0 A Right Turn 47 48 101.9% 6.1 2.3 A Subtotal 641 621 96.9% 8.1 1.0 A Left Turn 89 92 102.9% 20.1 2.1 C Through 14 14 96.4% 21.5 8.4 C Right Turn 85 83 97.1% 13.9 1.6 B Subtotal 188 188 99.8% 17.3 1.6 B Left Turn 28 26 93.9% 19.6 5.8 B Through 7 8 114.3% 21.0 13.5 C Right Turn 26 26 98.1% 7.8 2.5 A Subtotal 61 60 98.0% 14.3 4.0 B Total 1,661 1,632 98.3% 8.6 0.6 A 25.2 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 11 141.3% 3.9 3.7 A Through 775 768 99.1% 0.5 0.2 A Right Turn 5 5 104.0% 0.3 0.3 A Subtotal 788 785 99.6% 0.5 0.2 A Left Turn 14 14 101.4% 5.5 5.4 A Through 649 626 96.4% 0.4 0.3 A Right Turn 26 24 93.1% 0.3 0.1 A Subtotal 689 664 96.4% 0.5 0.4 A Left Turn 3 3 96.7% 3.6 6.1 A Through 2 2 80.0% 3.0 6.6 A Right Turn 44 44 99.1% 8.1 1.2 A Subtotal 49 48 98.2% 8.5 1.2 A Left Turn 2 2 100.0% 3.0 3.9 A Through Right Turn 12 10 83.3% 9.0 2.3 A Subtotal 14 12 85.7% 8.5 1.9 A Total 1,540 1,509 98.0% 0.8 0.2 A 7.9 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 159 165 103.7% 42.3 11.1 D Through 510 502 98.4% 37.1 3.6 D Right Turn 120 123 102.6% 29.5 4.2 C Subtotal 789 790 100.1% 37.2 4.2 D Left Turn 124 123 99.3% 55.0 12.9 E Through 417 394 94.5% 42.5 2.6 D Right Turn 155 154 99.4% 38.5 4.7 D Subtotal 696 671 96.4% 43.9 3.6 D Left Turn 154 160 103.8% 22.0 5.3 C Through 517 513 99.2% 14.9 2.7 B Right Turn 235 237 100.9% 4.5 1.6 A Subtotal 906 910 100.4% 13.4 1.6 B Left Turn 132 136 103.0% 23.4 5.0 C Through 539 533 98.9% 21.3 3.8 C Right Turn 128 128 99.9% 17.4 5.8 B Subtotal 799 797 99.8% 21.1 3.4 C Total 3,190 3,168 99.3% 29.4 1.4 C 48.0 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 17 17 98.8% 4.4 2.5 A Through 787 788 100.2% 2.3 1.6 A Right Turn 3 3 100.0% 1.1 2.6 A Subtotal 807 808 100.1% 2.3 1.6 A Left Turn 4 3 82.5% 1.9 4.1 A Through 707 690 97.6% 0.3 0.1 A Right Turn 69 69 99.7% 0.4 0.2 A Subtotal 780 762 97.7% 0.3 0.1 A Left Turn 41 41 100.5% 16.5 4.4 C Through Right Turn 11 11 99.1% 7.7 3.1 A Subtotal 52 52 100.2% 14.8 3.6 B Left Turn 6 4 70.0% 4.0 4.4 A Through Right Turn 8 8 97.5% 5.2 7.0 A Subtotal 14 12 85.7% 7.7 3.8 A Total 1,653 1,635 98.9% 1.9 0.9 A 12.2 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 56 53 95.0% 5.4 1.4 A Through 907 908 100.1% 1.5 0.4 A Right Turn Subtotal 963 961 99.8% 1.7 0.3 A Left Turn Through 676 659 97.5% 1.1 0.4 A Right Turn 69 65 94.2% 1.2 0.5 A Subtotal 745 724 97.2% 1.1 0.3 A Left Turn 11 12 104.5% 39.8 4.9 D Through Right Turn 41 41 99.5% 7.4 0.6 A Subtotal 52 52 100.6% 15.4 2.3 B Left Turn Through Right Turn Subtotal Total 1,760 1,738 98.7% 2.0 0.3 A 39.6 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 76 77 100.9% 61.4 18.9 E Through 386 375 97.1% 67.0 17.8 E Right Turn 193 197 101.8% 51.4 17.4 D Subtotal 655 648 98.9% 61.3 17.6 E Left Turn 377 365 96.7% 64.9 22.8 E Through 514 506 98.4% 26.8 2.8 C Right Turn 201 207 103.0% 7.3 1.4 A Subtotal 1,092 1,078 98.7% 35.5 7.8 D Left Turn 274 265 96.6% 60.9 17.5 E Through 656 657 100.2% 42.0 4.1 D Right Turn 93 97 104.3% 39.0 6.5 D Subtotal 1,023 1,019 99.6% 46.3 4.8 D Left Turn 274 269 98.3% 49.5 4.6 D Through 700 689 98.4% 47.2 5.8 D Right Turn 337 334 99.1% 42.1 5.3 D Subtotal 1,311 1,292 98.6% 46.4 4.6 D Total 4,081 4,037 98.9% 45.9 5.1 D 67.0 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 133 128 96.0% 18.5 8.4 B Through 874 853 97.6% 4.5 1.2 A Right Turn Subtotal 1,007 980 97.3% 6.5 2.4 A Left Turn Through 1,017 1,004 98.7% 2.0 0.2 A Right Turn 297 295 99.2% 0.2 0.3 A Subtotal 1,314 1,299 98.8% 1.6 0.1 A Left Turn 343 337 98.3% 52.6 6.0 D Through Right Turn 185 188 101.7% 6.9 1.7 A Subtotal 528 525 99.5% 37.0 3.6 D Left Turn Through Right Turn Subtotal Total 2,849 2,804 98.4% 10.7 1.5 B 52.9 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 986 971 98.5% 1.1 0.5 A Right Turn 231 219 94.7% 0.0 0.0 A Subtotal 1,217 1,190 97.8% 0.9 0.4 A Left Turn 89 88 98.5% 7.2 1.9 A Through 1,194 1,175 98.4% 3.9 0.8 A Right Turn Subtotal 1,283 1,263 98.4% 4.1 0.8 A Left Turn Through Right Turn Subtotal Left Turn 120 124 103.5% 13.8 3.7 B Through Right Turn 89 84 94.4% 9.3 1.8 A Subtotal 209 208 99.6% 11.9 2.8 B Total 2,709 2,661 98.2% 3.5 0.6 A 13.8 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 3.8 5.5 A Through 950 937 98.6% 0.2 0.1 A Right Turn 121 115 95.0% 0.6 0.1 A Subtotal 1,075 1,056 98.2% 0.3 0.1 A Left Turn 59 57 95.8% 2.4 1.0 A Through 1,206 1,189 98.6% 0.7 0.2 A Right Turn 5 5 96.0% 0.4 0.4 A Subtotal 1,270 1,251 98.5% 0.7 0.3 A Left Turn 3 2 66.7% 4.7 6.6 A Through Right Turn 5 5 102.0% 4.0 3.4 A Subtotal 8 7 88.8% 8.7 3.7 A Left Turn 72 70 97.2% 16.2 2.5 C Through Right Turn 43 44 102.1% 10.7 3.0 B Subtotal 115 114 99.0% 14.2 1.8 B Total 2,468 2,428 98.4% 1.3 0.2 A 15.8 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 32 98.8% 9.1 4.0 A Through 931 920 98.9% 0.5 0.2 A Right Turn 33 32 97.3% 0.6 0.2 A Subtotal 996 984 98.8% 0.8 0.3 A Left Turn 17 18 102.9% 4.9 2.2 A Through 1,210 1,192 98.5% 1.0 0.4 A Right Turn 3 3 113.3% 0.4 0.2 A Subtotal 1,230 1,213 98.6% 1.1 0.4 A Left Turn 4 5 115.0% 4.1 3.7 A Through 5 4 70.0% 5.9 10.3 A Right Turn 29 29 100.0% 6.4 0.7 A Subtotal 38 37 97.6% 6.9 1.7 A Left Turn 31 29 94.8% 15.7 5.9 C Through 4 5 120.0% 23.0 15.6 C Right Turn 19 18 93.2% 9.7 4.2 A Subtotal 54 52 96.1% 14.9 5.2 B Total 2,318 2,286 98.6% 1.4 0.2 A 21.5 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 103.3% 39.0 40.7 D Through 288 280 97.3% 46.4 2.5 D Right Turn 629 621 98.7% 3.5 1.2 A Subtotal 923 907 98.3% 16.1 2.3 B Left Turn 2 2 85.0% 4.7 10.0 A Through 354 349 98.7% 42.8 5.9 D Right Turn 269 269 100.0% 33.2 8.8 C Subtotal 625 620 99.2% 38.5 6.5 D Left Turn 215 210 97.7% 76.7 12.2 E Through 681 683 100.2% 41.7 4.2 D Right Turn 9 10 107.8% 37.4 21.1 D Subtotal 905 902 99.7% 49.5 5.0 D Left Turn 681 633 93.0% 133.2 50.3 F Through 1,013 979 96.7% 87.0 49.6 F Right Turn 33 32 97.0% 47.0 36.7 D Subtotal 1,727 1,645 95.2% 103.9 49.4 F Total 4,180 4,074 97.5% 61.6 18.8 E 83.8 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 13 11 81.5% 0.5 0.2 A Through 918 908 98.9% 0.3 0.0 A Right Turn 41 38 92.9% 0.6 0.3 A Subtotal 972 957 98.4% 0.3 0.0 A Left Turn 62 63 101.5% 0.8 0.3 A Through 942 896 95.1% 0.5 0.1 A Right Turn 16 14 86.9% 0.5 0.5 A Subtotal 1,020 973 95.4% 0.5 0.1 A Left Turn 15 15 100.0% 12.6 7.7 B Through 2 2 100.0% 7.5 11.0 A Right Turn 33 31 93.3% 7.5 0.8 A Subtotal 50 48 95.6% 10.8 1.8 B Left Turn 32 32 100.6% 22.1 8.8 C Through 4 4 107.5% 13.1 16.4 B Right Turn 36 35 96.1% 10.7 3.3 B Subtotal 72 71 98.8% 16.5 3.7 C Total 2,114 2,048 96.9% 1.0 0.2 A 22.1 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 75 74 98.7% 6.0 3.2 A Through 924 905 98.0% 0.4 0.3 A Right Turn Subtotal 999 979 98.0% 0.8 0.5 A Left Turn Through 938 891 95.0% 0.4 0.1 A Right Turn 69 68 99.0% 0.9 0.3 A Subtotal 1,007 959 95.3% 0.5 0.1 A Left Turn 48 52 107.9% 16.9 3.7 C Through Right Turn 68 65 95.3% 11.2 1.5 B Subtotal 116 117 100.5% 13.8 2.0 B Left Turn Through Right Turn Subtotal Total 2,122 2,055 96.8% 1.4 0.3 A 16.0 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 91 93 101.6% 20.2 6.9 C Through 862 846 98.1% 9.5 3.0 A Right Turn 55 56 102.2% 3.7 1.4 A Subtotal 1,008 995 98.7% 10.2 3.2 B Left Turn 12 13 111.7% 17.2 5.4 B Through 912 869 95.2% 9.1 0.7 A Right Turn 91 81 89.3% 7.9 1.7 A Subtotal 1,015 963 94.9% 9.1 0.7 A Left Turn 135 134 99.6% 21.7 2.0 C Through 26 30 113.5% 22.8 6.2 C Right Turn 113 108 95.1% 16.3 3.0 B Subtotal 274 271 99.1% 19.6 2.4 B Left Turn 41 41 99.8% 21.2 4.9 C Through 15 15 98.7% 16.9 11.1 B Right Turn 17 17 99.4% 10.5 8.2 B Subtotal 73 73 99.5% 17.5 6.1 B Total 2,370 2,302 97.1% 11.3 1.5 B 22.8 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 8 128.3% 5.1 4.7 A Through 998 987 98.9% 0.6 0.2 A Right Turn 4 4 87.5% 0.6 0.8 A Subtotal 1,008 998 99.0% 0.7 0.2 A Left Turn 18 16 90.6% 7.8 3.6 A Through 994 945 95.1% 1.7 1.4 A Right Turn 44 41 93.6% 0.7 0.9 A Subtotal 1,056 1,003 94.9% 1.7 1.3 A Left Turn 6 5 80.0% 13.3 7.1 B Through 1 1 90.0% 5.4 11.4 A Right Turn 73 72 98.1% 10.8 2.2 B Subtotal 80 77 96.6% 11.0 2.4 B Left Turn 4 5 112.5% 15.4 8.0 C Through 1 1 120.0% 3.3 7.0 A Right Turn 19 19 97.9% 8.9 2.6 A Subtotal 24 24 101.3% 11.3 2.3 B Total 2,168 2,102 97.0% 1.9 0.7 A 11.5 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 293 291 99.2% 78.0 21.5 E Through 607 597 98.4% 50.7 28.0 D Right Turn 161 162 100.5% 28.0 5.3 C Subtotal 1,061 1,050 98.9% 54.7 22.5 D Left Turn 205 197 96.1% 61.0 10.1 E Through 666 629 94.4% 65.0 11.8 E Right Turn 233 222 95.3% 64.7 15.8 E Subtotal 1,104 1,048 94.9% 64.2 11.4 E Left Turn 239 241 100.7% 48.2 7.8 D Through 769 754 98.1% 31.2 5.3 C Right Turn 301 300 99.6% 7.9 2.0 A Subtotal 1,309 1,295 98.9% 28.9 3.4 C Left Turn 192 201 104.5% 47.3 18.6 D Through 725 716 98.7% 37.0 5.1 D Right Turn 197 197 99.8% 34.3 7.3 C Subtotal 1,114 1,113 99.9% 38.4 6.8 D Total 4,588 4,506 98.2% 46.7 7.2 D 71.1 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 30 93.4% 17.2 23.2 C Through 949 947 99.7% 18.1 43.5 C Right Turn 18 17 92.8% 9.7 27.7 A Subtotal 999 993 99.4% 17.9 42.4 C Left Turn 19 21 111.1% 4.0 3.4 A Through 1,011 982 97.1% 0.5 0.2 A Right Turn 133 129 96.9% 0.5 0.2 A Subtotal 1,163 1,132 97.3% 0.6 0.2 A Left Turn 107 103 95.9% 63.3 70.3 F Through Right Turn 30 27 90.3% 48.5 54.3 E Subtotal 137 130 94.7% 60.1 67.6 F Left Turn 4 3 82.5% 2.1 4.9 A Through Right Turn 14 13 90.7% 5.3 4.2 A Subtotal 18 16 88.9% 7.4 4.0 A Total 2,317 2,270 98.0% 12.2 22.0 B 40.8 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 52 54 103.3% 12.2 10.2 B Through 1,000 994 99.4% 9.4 23.0 A Right Turn Subtotal 1,052 1,048 99.6% 9.6 22.3 A Left Turn Through 1,109 1,074 96.8% 3.0 1.5 A Right Turn 52 48 93.1% 1.6 0.5 A Subtotal 1,161 1,122 96.7% 3.0 1.5 A Left Turn 58 60 102.9% 37.3 12.4 D Through Right Turn 111 110 98.7% 7.9 1.3 A Subtotal 169 169 100.2% 18.5 5.5 B Left Turn Through Right Turn Subtotal Total 2,382 2,340 98.2% 7.2 11.4 A 35.9 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 90 93 102.9% 54.7 20.5 D Through 443 433 97.7% 57.1 15.4 E Right Turn 225 233 103.5% 46.7 15.2 D Subtotal 758 759 100.1% 53.6 15.8 D Left Turn 193 189 97.9% 74.4 22.0 E Through 251 245 97.6% 28.7 5.2 C Right Turn 143 142 99.4% 5.5 1.7 A Subtotal 587 576 98.2% 38.4 7.3 D Left Turn 154 145 94.4% 30.5 6.4 C Through 509 514 101.0% 20.9 4.2 C Right Turn 39 42 106.4% 20.2 6.2 C Subtotal 702 701 99.9% 22.8 3.8 C Left Turn 160 154 96.1% 23.9 5.8 C Through 624 628 100.7% 16.7 3.1 B Right Turn 145 145 99.7% 14.5 4.0 B Subtotal 929 927 99.7% 17.6 2.9 B Total 2,976 2,962 99.5% 32.9 4.8 C 74.4 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 57 56 98.4% 7.6 2.8 A Through 636 616 96.8% 2.1 0.6 A Right Turn Subtotal 693 672 96.9% 2.6 0.6 A Left Turn Through 558 555 99.4% 2.5 0.4 A Right Turn 173 171 98.8% 0.6 0.4 A Subtotal 731 725 99.2% 2.0 0.3 A Left Turn 108 107 98.7% 24.3 3.5 C Through Right Turn 42 41 98.1% 5.4 1.9 A Subtotal 150 148 98.5% 19.0 3.2 B Left Turn Through Right Turn Subtotal Total 1,574 1,545 98.2% 4.2 0.5 A 23.6 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 633 622 98.3% 0.4 0.2 A Right Turn 111 100 90.1% 0.0 0.0 A Subtotal 744 722 97.0% 0.4 0.1 A Left Turn 70 73 104.3% 6.8 4.3 A Through 635 628 98.9% 3.5 0.8 A Right Turn Subtotal 705 701 99.4% 3.9 0.9 A Left Turn Through Right Turn Subtotal Left Turn 96 98 102.2% 13.6 4.0 B Through Right Turn 58 56 97.1% 10.4 1.7 B Subtotal 154 154 100.3% 12.4 3.0 B Total 1,603 1,577 98.4% 3.9 0.8 A 13.6 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 102.0% 0.9 1.1 A Through 651 641 98.4% 0.1 0.0 A Right Turn 35 32 91.4% 0.5 0.2 A Subtotal 691 678 98.1% 0.1 0.1 A Left Turn 20 17 86.0% 0.9 0.6 A Through 614 614 99.9% 0.4 0.1 A Right Turn 4 4 110.0% 0.3 0.2 A Subtotal 638 635 99.6% 0.4 0.1 A Left Turn 2 1 65.0% 3.6 5.0 A Through Right Turn 8 7 83.8% 7.2 0.7 A Subtotal 10 8 80.0% 7.5 0.8 A Left Turn 89 85 95.5% 15.0 1.8 C Through Right Turn 54 56 103.1% 11.9 1.9 B Subtotal 143 141 98.4% 13.8 1.7 B Total 1,482 1,462 98.6% 2.6 0.3 A 10.3 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 13 14 103.8% 2.4 2.1 A Through 677 668 98.6% 0.2 0.0 A Right Turn 17 16 95.3% 0.5 0.1 A Subtotal 707 698 98.7% 0.2 0.1 A Left Turn 11 12 112.7% 4.6 2.2 A Through 601 600 99.9% 0.5 0.1 A Right Turn 4 4 97.5% 0.3 0.3 A Subtotal 616 617 100.1% 0.5 0.1 A Left Turn 14 13 95.0% 7.0 0.9 A Through 5 5 106.0% 4.6 7.6 A Right Turn 24 24 97.9% 5.9 0.5 A Subtotal 43 42 97.9% 6.8 0.8 A Left Turn 13 12 90.8% 10.9 6.3 B Through Right Turn 11 10 90.9% 7.1 2.2 A Subtotal 24 22 90.8% 8.4 1.9 A Total 1,390 1,378 99.1% 0.6 0.1 A 10.9 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 269 268 99.5% 54.6 4.4 D Right Turn 656 647 98.6% 3.8 1.5 A Subtotal 925 915 98.9% 19.4 2.9 B Left Turn 2 2 85.0% 20.2 39.1 C Through 112 108 96.3% 46.9 6.6 D Right Turn 68 70 103.1% 24.3 4.1 C Subtotal 182 180 98.7% 37.6 4.4 D Left Turn 122 120 98.0% 63.1 6.7 E Through 588 573 97.5% 16.7 1.6 B Right Turn 7 7 101.4% 10.2 7.6 B Subtotal 717 700 97.6% 25.0 2.5 C Left Turn 398 394 98.9% 59.7 16.4 E Through 580 581 100.1% 12.4 3.4 B Right Turn 15 15 98.7% 2.9 1.8 A Subtotal 993 989 99.6% 31.7 9.4 C Total 2,817 2,783 98.8% 26.8 4.3 C 59.1 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 11 122.2% 0.5 0.2 A Through 819 809 98.8% 0.3 0.1 A Right Turn 24 24 97.9% 0.6 0.4 A Subtotal 852 844 99.0% 0.3 0.1 A Left Turn 14 16 112.9% 1.2 0.9 A Through 570 557 97.7% 0.6 0.0 A Right Turn 5 5 106.0% 0.4 0.7 A Subtotal 589 578 98.1% 0.7 0.1 A Left Turn 9 9 100.0% 14.3 4.7 B Through 5 5 100.0% 10.2 5.9 B Right Turn 15 13 86.7% 7.5 1.5 A Subtotal 29 27 93.1% 10.8 1.5 B Left Turn 21 20 94.8% 15.1 7.6 C Through 2 1 65.0% 3.2 6.7 A Right Turn 63 62 97.9% 9.0 2.7 A Subtotal 86 83 96.4% 10.8 3.7 B Total 1,556 1,532 98.4% 1.2 0.1 A 12.6 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 34 32 94.7% 2.8 3.4 A Through 799 790 98.8% 0.2 0.1 A Right Turn Subtotal 833 822 98.7% 0.3 0.1 A Left Turn Through 582 567 97.4% 0.3 0.1 A Right Turn 24 24 100.0% 0.7 0.2 A Subtotal 606 591 97.5% 0.4 0.1 A Left Turn 53 56 105.3% 15.1 4.7 C Through Right Turn 85 80 94.5% 13.9 4.3 B Subtotal 138 136 98.6% 14.3 4.4 B Left Turn Through Right Turn Subtotal Total 1,577 1,549 98.2% 2.2 0.6 A 10.8 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 64 66 103.4% 12.7 3.0 B Through 714 702 98.3% 5.4 1.4 A Right Turn 25 25 100.4% 1.2 1.1 A Subtotal 803 793 98.7% 5.8 1.4 A Left Turn 13 13 100.8% 15.3 8.7 B Through 605 583 96.4% 8.0 1.4 A Right Turn 48 48 100.8% 7.6 2.2 A Subtotal 666 645 96.8% 8.1 1.4 A Left Turn 90 93 102.9% 20.7 2.5 C Through 15 14 95.3% 20.1 6.2 C Right Turn 86 83 97.0% 12.4 1.7 B Subtotal 191 190 99.6% 17.0 1.8 B Left Turn 30 29 95.3% 18.3 6.8 B Through 8 8 105.0% 19.1 14.7 B Right Turn 28 28 98.9% 9.4 3.6 A Subtotal 66 65 98.0% 14.5 5.7 B Total 1,726 1,692 98.1% 8.6 0.9 A 23.5 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 12 132.2% 4.4 3.7 A Through 806 796 98.8% 0.9 0.5 A Right Turn 6 7 116.7% 0.4 0.3 A Subtotal 821 815 99.3% 0.9 0.6 A Left Turn 15 16 103.3% 4.4 3.6 A Through 672 649 96.5% 0.3 0.1 A Right Turn 26 24 90.4% 0.4 0.2 A Subtotal 713 688 96.5% 0.4 0.2 A Left Turn 4 4 90.0% 7.6 10.3 A Through 3 4 116.7% 13.1 17.2 B Right Turn 45 44 97.8% 8.0 1.0 A Subtotal 52 51 98.3% 9.0 2.0 A Left Turn 3 4 116.7% 4.7 8.2 A Through Right Turn 13 11 81.5% 8.5 3.9 A Subtotal 16 14 88.1% 10.7 4.1 B Total 1,602 1,568 97.9% 1.0 0.3 A 10.6 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 164 167 102.0% 47.3 17.0 D Through 534 526 98.4% 35.5 4.0 D Right Turn 126 129 102.7% 29.4 4.5 C Subtotal 824 822 99.8% 37.0 4.5 D Left Turn 128 126 98.8% 63.6 12.8 E Through 434 410 94.4% 40.1 4.5 D Right Turn 158 157 99.4% 37.3 3.4 D Subtotal 720 693 96.3% 43.7 3.8 D Left Turn 157 163 103.7% 23.7 7.1 C Through 539 536 99.5% 15.9 1.8 B Right Turn 242 243 100.2% 4.9 1.0 A Subtotal 938 942 100.4% 14.3 1.7 B Left Turn 138 143 103.4% 24.3 5.4 C Through 564 557 98.7% 22.3 3.3 C Right Turn 134 134 99.9% 18.1 6.0 B Subtotal 836 833 99.7% 22.0 3.1 C Total 3,318 3,290 99.2% 29.6 1.9 C 49.5 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 17 17 100.0% 4.0 2.1 A Through 823 825 100.2% 2.1 1.3 A Right Turn 4 4 102.5% 1.1 0.7 A Subtotal 844 846 100.2% 2.1 1.3 A Left Turn 5 5 106.0% 3.6 6.4 A Through 736 718 97.6% 0.2 0.1 A Right Turn 69 68 99.1% 0.4 0.2 A Subtotal 810 792 97.8% 0.3 0.1 A Left Turn 42 41 96.4% 16.0 4.0 C Through Right Turn 12 12 96.7% 8.2 4.0 A Subtotal 54 52 96.5% 14.4 3.1 B Left Turn 7 6 84.3% 5.0 6.7 A Through Right Turn 9 9 101.1% 8.1 6.1 A Subtotal 16 15 93.8% 11.2 4.7 B Total 1,724 1,705 98.9% 1.8 0.7 A 12.8 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 59 57 97.3% 5.3 1.5 A Through 949 950 100.1% 1.8 0.3 A Right Turn Subtotal 1,008 1,007 99.9% 2.0 0.3 A Left Turn Through 705 688 97.6% 1.6 0.7 A Right Turn 73 69 94.2% 1.2 0.4 A Subtotal 778 757 97.3% 1.6 0.7 A Left Turn 12 12 100.8% 40.6 4.9 D Through Right Turn 44 42 95.9% 7.2 0.8 A Subtotal 56 54 97.0% 16.0 2.7 B Left Turn Through Right Turn Subtotal Total 1,842 1,818 98.7% 2.3 0.4 A 34.9 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 80 80 100.0% 100.5 25.6 F Through 402 387 96.2% 105.7 24.2 F Right Turn 198 200 101.0% 89.3 24.7 F Subtotal 680 667 98.0% 100.4 24.3 F Left Turn 388 375 96.8% 76.1 37.0 E Through 537 533 99.3% 28.7 2.9 C Right Turn 208 216 103.8% 8.1 2.9 A Subtotal 1,133 1,124 99.2% 40.9 14.6 D Left Turn 282 270 95.7% 66.3 21.5 E Through 685 686 100.1% 37.2 3.8 D Right Turn 97 101 104.0% 31.7 5.4 C Subtotal 1,064 1,057 99.3% 44.9 6.7 D Left Turn 281 276 98.2% 55.2 12.6 E Through 729 719 98.7% 56.5 7.9 E Right Turn 344 340 98.8% 48.9 8.7 D Subtotal 1,354 1,335 98.6% 54.4 6.9 D Total 4,231 4,183 98.9% 56.4 5.5 E 95.7 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 139 133 95.6% 25.3 9.4 C Through 901 874 97.0% 4.4 1.3 A Right Turn Subtotal 1,040 1,007 96.8% 7.3 2.7 A Left Turn Through 1,055 1,053 99.8% 2.0 0.2 A Right Turn 311 309 99.5% 0.2 0.3 A Subtotal 1,366 1,362 99.7% 1.6 0.1 A Left Turn 359 354 98.7% 52.1 4.4 D Through Right Turn 193 196 101.5% 6.8 1.5 A Subtotal 552 550 99.7% 36.8 3.1 D Left Turn Through Right Turn Subtotal Total 2,958 2,919 98.7% 11.0 1.5 B 52.7 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 1,026 1,007 98.2% 1.0 0.5 A Right Turn 234 221 94.4% 0.0 0.0 A Subtotal 1,260 1,228 97.5% 0.9 0.4 A Left Turn 91 90 98.8% 6.9 2.6 A Through 1,245 1,236 99.3% 3.5 1.0 A Right Turn Subtotal 1,336 1,326 99.2% 3.7 1.0 A Left Turn Through Right Turn Subtotal Left Turn 121 126 103.8% 14.5 4.3 B Through Right Turn 91 87 95.3% 10.9 4.5 B Subtotal 212 212 100.1% 13.1 4.1 B Total 2,808 2,766 98.5% 3.4 0.9 A 13.4 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 4 86.0% 2.8 8.2 A Through 990 974 98.4% 0.3 0.1 A Right Turn 122 116 94.9% 0.7 0.2 A Subtotal 1,117 1,094 97.9% 0.3 0.1 A Left Turn 60 59 99.0% 2.8 0.8 A Through 1,257 1,250 99.4% 0.9 0.2 A Right Turn 6 6 93.3% 1.0 0.6 A Subtotal 1,323 1,315 99.4% 1.0 0.2 A Left Turn 4 3 67.5% 5.1 8.1 A Through Right Turn 6 5 90.0% 4.1 3.6 A Subtotal 10 8 81.0% 9.2 5.6 A Left Turn 73 71 97.0% 19.4 6.7 C Through Right Turn 44 45 102.5% 11.9 7.1 B Subtotal 117 116 99.1% 16.6 7.2 C Total 2,567 2,533 98.7% 1.5 0.4 A 19.4 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 34 32 94.4% 9.5 6.7 A Through 969 956 98.7% 0.5 0.4 A Right Turn 35 34 98.0% 0.8 0.7 A Subtotal 1,038 1,023 98.5% 0.8 0.5 A Left Turn 18 19 105.6% 7.0 2.7 A Through 1,260 1,253 99.5% 1.3 0.2 A Right Turn 4 4 90.0% 1.4 2.3 A Subtotal 1,282 1,276 99.5% 1.4 0.3 A Left Turn 5 6 114.0% 7.2 4.9 A Through 6 4 71.7% 6.7 2.5 A Right Turn 30 30 100.7% 6.5 0.7 A Subtotal 41 40 98.0% 7.1 1.0 A Left Turn 33 32 95.8% 18.9 6.2 C Through 5 6 116.0% 26.4 21.8 D Right Turn 20 19 93.5% 12.5 11.8 B Subtotal 58 56 96.7% 18.0 5.8 C Total 2,419 2,395 99.0% 1.6 0.4 A 26.4 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 8 107.1% 56.8 36.4 E Through 300 293 97.7% 41.8 5.2 D Right Turn 653 641 98.2% 3.6 1.3 A Subtotal 960 942 98.1% 15.3 2.8 B Left Turn 3 3 83.3% 16.1 19.0 B Through 369 364 98.7% 43.2 4.3 D Right Turn 279 279 100.1% 34.5 3.6 C Subtotal 651 646 99.2% 39.4 3.8 D Left Turn 224 217 96.7% 112.2 26.0 F Through 709 704 99.3% 77.7 27.3 E Right Turn 10 10 100.0% 61.1 44.1 E Subtotal 943 931 98.7% 85.2 26.9 F Left Turn 707 674 95.4% 98.8 51.3 F Through 1,056 1,038 98.3% 62.7 50.6 E Right Turn 35 35 98.6% 30.0 34.4 C Subtotal 1,798 1,747 97.2% 75.9 50.5 E Total 4,352 4,265 98.0% 58.0 22.0 E 109.3 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 14 13 95.0% 0.6 0.4 A Through 953 939 98.5% 0.3 0.1 A Right Turn 42 38 89.8% 0.7 0.3 A Subtotal 1,009 990 98.1% 0.3 0.1 A Left Turn 66 69 104.7% 0.8 0.2 A Through 978 942 96.3% 0.5 0.1 A Right Turn 17 15 88.8% 0.7 0.6 A Subtotal 1,061 1,026 96.7% 0.5 0.1 A Left Turn 16 17 103.1% 20.6 13.6 C Through 3 3 110.0% 7.6 8.7 A Right Turn 35 33 94.9% 8.1 2.3 A Subtotal 54 53 98.1% 12.6 3.5 B Left Turn 33 33 99.7% 17.6 5.9 C Through 5 5 104.0% 9.1 12.0 A Right Turn 38 36 95.5% 10.9 3.1 B Subtotal 76 74 97.9% 14.2 3.5 B Total 2,200 2,143 97.4% 1.0 0.1 A 20.6 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 76 73 96.3% 8.8 4.4 A Through 960 937 97.6% 0.4 0.2 A Right Turn Subtotal 1,036 1,011 97.5% 1.0 0.6 A Left Turn Through 976 938 96.1% 0.5 0.0 A Right Turn 70 70 99.4% 0.9 0.1 A Subtotal 1,046 1,008 96.3% 0.5 0.0 A Left Turn 49 52 106.1% 18.6 5.6 C Through Right Turn 69 64 93.2% 12.3 4.6 B Subtotal 118 116 98.6% 14.8 4.4 B Left Turn Through Right Turn Subtotal Total 2,200 2,135 97.0% 1.5 0.3 A 14.8 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 92 93 101.2% 28.5 10.6 C Through 897 872 97.2% 10.3 2.5 B Right Turn 58 59 101.6% 4.0 1.7 A Subtotal 1,047 1,024 97.8% 11.7 3.0 B Left Turn 13 14 110.0% 11.1 6.6 B Through 948 909 95.9% 9.3 0.6 A Right Turn 93 86 92.2% 6.4 1.3 A Subtotal 1,054 1,009 95.7% 9.1 0.6 A Left Turn 137 137 99.9% 20.5 2.3 C Through 27 31 113.3% 20.3 6.2 C Right Turn 115 109 94.9% 15.9 2.2 B Subtotal 279 277 99.1% 18.7 1.7 B Left Turn 43 42 97.2% 18.3 3.1 B Through 16 16 97.5% 15.1 6.5 B Right Turn 18 18 100.0% 10.2 4.6 B Subtotal 77 75 97.9% 15.4 1.5 B Total 2,457 2,385 97.1% 11.7 1.3 B 22.5 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 10 138.6% 8.5 8.5 A Through 1,035 1,015 98.1% 0.6 0.2 A Right Turn 5 5 102.0% 1.0 1.6 A Subtotal 1,047 1,030 98.3% 0.6 0.2 A Left Turn 19 18 92.1% 9.3 5.9 A Through 1,031 986 95.6% 1.4 1.0 A Right Turn 45 42 94.0% 0.5 0.5 A Subtotal 1,095 1,045 95.5% 1.5 1.0 A Left Turn 7 5 77.1% 15.7 8.5 C Through 2 2 115.0% 18.6 15.2 C Right Turn 74 72 96.6% 11.0 1.0 B Subtotal 83 79 95.4% 11.5 1.0 B Left Turn 5 5 102.0% 8.7 6.4 A Through 2 2 90.0% 8.0 12.2 A Right Turn 20 18 92.0% 10.1 2.2 B Subtotal 27 25 93.7% 11.0 2.4 B Total 2,252 2,180 96.8% 1.8 0.6 A 15.6 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 300 298 99.2% 77.2 36.3 E Through 633 621 98.1% 65.4 58.3 E Right Turn 169 170 100.7% 23.7 6.8 C Subtotal 1,102 1,089 98.8% 62.8 42.3 E Left Turn 213 205 96.4% 46.4 6.7 D Through 694 658 94.8% 48.9 7.9 D Right Turn 238 231 97.1% 46.1 7.9 D Subtotal 1,145 1,094 95.6% 48.0 6.6 D Left Turn 245 245 99.8% 77.7 28.1 E Through 803 789 98.3% 40.6 9.3 D Right Turn 310 308 99.4% 9.2 2.9 A Subtotal 1,358 1,342 98.8% 40.8 10.6 D Left Turn 200 208 104.2% 131.2 61.9 F Through 756 747 98.8% 74.2 26.0 E Right Turn 205 203 99.2% 73.3 28.0 E Subtotal 1,161 1,158 99.8% 85.0 30.8 F Total 4,766 4,683 98.3% 58.4 12.3 E 100.8 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 31 95.6% 19.6 20.8 C Through 988 985 99.7% 34.9 59.0 D Right Turn 19 18 93.7% 24.7 46.9 C Subtotal 1,039 1,033 99.4% 34.1 57.3 D Left Turn 20 20 101.0% 6.6 4.4 A Through 1,055 1,027 97.4% 0.4 0.1 A Right Turn 133 130 98.0% 0.5 0.2 A Subtotal 1,208 1,178 97.5% 0.5 0.1 A Left Turn 108 98 91.0% 108.5 117.0 F Through Right Turn 31 27 87.1% 83.5 91.1 F Subtotal 139 125 90.1% 101.7 110.2 F Left Turn 5 5 98.0% 7.2 11.8 A Through Right Turn 15 15 100.7% 8.2 3.4 A Subtotal 20 20 100.0% 10.1 5.2 B Total 2,406 2,356 97.9% 19.8 28.8 C 47.2 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 55 56 102.5% 18.1 14.2 B Through 1,040 1,035 99.5% 18.7 34.6 B Right Turn Subtotal 1,095 1,091 99.6% 18.6 33.4 B Left Turn Through 1,158 1,124 97.1% 4.0 2.2 A Right Turn 55 52 95.3% 1.6 0.4 A Subtotal 1,213 1,177 97.0% 3.9 2.1 A Left Turn 61 61 100.0% 38.3 10.8 D Through Right Turn 117 116 99.1% 8.4 1.3 A Subtotal 178 177 99.4% 19.3 5.1 B Left Turn Through Right Turn Subtotal Total 2,486 2,444 98.3% 11.6 16.0 B 35.7 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 86 88 102.2% 46.9 14.3 D Through 424 416 98.1% 49.7 10.7 D Right Turn 218 225 103.4% 37.7 12.4 D Subtotal 728 729 100.2% 45.7 11.4 D Left Turn 189 185 97.6% 70.2 22.5 E Through 241 238 98.7% 29.8 3.8 C Right Turn 138 138 100.1% 5.0 1.1 A Subtotal 568 561 98.7% 37.8 9.0 D Left Turn 149 140 93.8% 28.1 4.1 C Through 488 495 101.5% 21.8 4.4 C Right Turn 37 40 107.6% 15.4 6.2 B Subtotal 674 675 100.1% 22.7 3.2 C Left Turn 155 151 97.4% 22.8 4.7 C Through 598 602 100.7% 14.7 2.1 B Right Turn 143 142 99.1% 11.2 2.5 B Subtotal 896 895 99.9% 15.7 2.0 B Total 2,866 2,859 99.8% 30.0 4.7 C 70.2 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 55 55 99.3% 6.2 2.8 A Through 614 597 97.2% 2.0 0.4 A Right Turn Subtotal 669 652 97.4% 2.4 0.5 A Left Turn Through 540 538 99.6% 2.3 0.4 A Right Turn 166 164 98.6% 0.6 0.4 A Subtotal 706 702 99.4% 1.9 0.3 A Left Turn 103 102 99.2% 22.4 4.2 C Through Right Turn 40 39 98.5% 4.3 0.7 A Subtotal 143 142 99.0% 17.3 3.8 B Left Turn Through Right Turn Subtotal Total 1,518 1,495 98.5% 3.7 0.6 A 22.2 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 607 599 98.7% 0.4 0.2 A Right Turn 110 100 91.1% 0.0 0.0 A Subtotal 717 699 97.5% 0.4 0.1 A Left Turn 68 70 102.4% 4.9 1.8 A Through 611 606 99.1% 3.3 0.6 A Right Turn Subtotal 679 675 99.5% 3.5 0.5 A Left Turn Through Right Turn Subtotal Left Turn 95 96 101.1% 13.7 4.2 B Through Right Turn 57 54 95.3% 9.8 1.5 A Subtotal 152 150 98.9% 12.2 3.1 B Total 1,548 1,525 98.5% 3.8 0.7 A 13.7 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 0.9 1.2 A Through 626 616 98.4% 0.1 0.0 A Right Turn 34 32 93.8% 0.4 0.1 A Subtotal 664 652 98.1% 0.1 0.0 A Left Turn 19 17 87.4% 0.9 0.8 A Through 589 589 100.0% 0.3 0.1 A Right Turn 3 4 116.7% 0.4 0.3 A Subtotal 611 609 99.7% 0.3 0.1 A Left Turn 1 0 30.0% 0.9 2.7 A Through Right Turn 7 7 95.7% 7.1 0.7 A Subtotal 8 7 87.5% 7.2 0.7 A Left Turn 88 85 96.3% 15.2 2.3 C Through Right Turn 53 55 103.8% 12.4 2.0 B Subtotal 141 140 99.1% 14.1 2.0 B Total 1,424 1,407 98.8% 2.7 0.4 A 9.6 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 12 13 105.0% 1.4 1.4 A Through 652 644 98.8% 0.1 0.0 A Right Turn 16 15 90.6% 0.5 0.2 A Subtotal 680 671 98.7% 0.2 0.0 A Left Turn 10 11 114.0% 3.3 3.4 A Through 576 577 100.2% 0.5 0.2 A Right Turn 3 2 76.7% 0.2 0.3 A Subtotal 589 591 100.3% 0.5 0.3 A Left Turn 13 12 93.1% 7.0 1.0 A Through 4 4 97.5% 2.4 4.0 A Right Turn 23 22 96.1% 5.9 0.4 A Subtotal 40 38 95.3% 6.6 0.5 A Left Turn 12 10 84.2% 11.1 5.1 B Through Right Turn 10 10 97.0% 7.0 1.1 A Subtotal 22 20 90.0% 8.6 2.0 A Total 1,331 1,320 99.2% 0.6 0.1 A 11.1 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 258 256 99.2% 47.6 3.8 D Right Turn 631 619 98.1% 2.5 0.6 A Subtotal 889 875 98.4% 16.7 1.6 B Left Turn 1 1 70.0% 6.3 20.0 A Through 108 104 96.5% 46.4 5.0 D Right Turn 66 69 104.2% 24.0 5.1 C Subtotal 175 174 99.3% 37.0 4.9 D Left Turn 118 115 97.5% 61.0 7.0 E Through 565 548 97.1% 13.8 1.2 B Right Turn 6 7 111.7% 8.0 9.7 A Subtotal 689 670 97.3% 22.4 2.0 C Left Turn 382 378 98.8% 61.8 18.4 E Through 555 556 100.2% 11.2 1.6 B Right Turn 14 14 99.3% 2.8 0.8 A Subtotal 951 948 99.7% 31.3 7.6 C Total 2,704 2,667 98.6% 25.0 3.2 C 55.7 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 9 111.3% 0.7 1.3 A Through 788 777 98.6% 1.2 0.3 A Right Turn 23 22 96.5% 1.4 0.9 A Subtotal 819 808 98.6% 1.2 0.3 A Left Turn 13 15 114.6% 0.5 0.3 A Through 548 534 97.4% 1.7 0.3 A Right Turn 4 3 82.5% 0.8 1.2 A Subtotal 565 552 97.7% 1.7 0.3 A Left Turn 8 8 98.8% 16.0 7.1 C Through 4 4 92.5% 13.8 14.0 B Right Turn 14 12 88.6% 6.9 1.3 A Subtotal 26 24 92.3% 12.0 2.9 B Left Turn 20 19 96.5% 21.5 9.3 C Through 1 0 30.0% 0.0 0.0 A Right Turn 60 59 97.7% 11.6 2.0 B Subtotal 81 78 96.5% 13.5 2.3 B Total 1,491 1,462 98.0% 2.2 0.2 A 15.7 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 33 31 94.8% 5.2 4.2 A Through 767 754 98.3% 0.6 0.1 A Right Turn Subtotal 800 785 98.2% 0.7 0.2 A Left Turn Through 559 543 97.2% 1.7 0.7 A Right Turn 23 23 98.7% 1.2 0.7 A Subtotal 582 566 97.2% 1.7 0.7 A Left Turn 52 55 105.2% 28.4 13.3 D Through Right Turn 84 80 94.8% 23.6 10.5 C Subtotal 136 134 98.8% 25.6 11.5 D Left Turn Through Right Turn Subtotal Total 1,518 1,485 97.9% 4.3 1.6 A 13.6 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 63 66 105.4% 17.9 3.6 B Through 684 667 97.5% 6.9 1.2 A Right Turn 24 24 100.4% 6.5 5.0 A Subtotal 771 758 98.3% 7.8 1.2 A Left Turn 12 13 105.8% 17.0 6.5 B Through 582 561 96.4% 7.3 1.4 A Right Turn 47 48 101.7% 6.1 2.3 A Subtotal 641 621 96.9% 7.4 1.4 A Left Turn 89 92 102.9% 20.2 2.5 C Through 14 14 96.4% 21.6 8.3 C Right Turn 85 82 96.9% 15.8 2.2 B Subtotal 188 188 99.7% 18.2 2.2 B Left Turn 28 26 93.9% 20.0 7.3 C Through 7 8 114.3% 22.0 12.5 C Right Turn 26 26 98.1% 7.6 3.8 A Subtotal 61 60 98.0% 14.6 5.1 B Total 1,661 1,626 97.9% 9.3 0.8 A 25.5 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 9 110.0% 9.2 7.0 A Through 775 763 98.4% 2.2 0.7 A Right Turn 5 5 100.0% 2.5 5.6 A Subtotal 788 777 98.6% 2.3 0.8 A Left Turn 14 14 102.1% 9.7 8.4 A Through 649 626 96.4% 0.9 0.6 A Right Turn 26 24 93.1% 0.5 0.2 A Subtotal 689 664 96.4% 1.1 0.6 A Left Turn 3 3 96.7% 6.4 11.3 A Through 2 2 80.0% 4.5 11.0 A Right Turn 44 44 99.1% 10.3 1.8 B Subtotal 49 48 98.2% 11.2 2.8 B Left Turn 2 2 100.0% 6.4 10.0 A Through Right Turn 12 10 83.3% 12.5 7.4 B Subtotal 14 12 85.7% 11.8 4.6 B Total 1,540 1,501 97.5% 2.0 0.7 A 11.1 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 159 164 103.1% 49.1 13.6 D Through 510 496 97.3% 80.4 22.2 F Right Turn 120 122 102.0% 20.1 6.7 C Subtotal 789 783 99.2% 65.4 16.3 E Left Turn 124 124 99.8% 71.9 23.0 E Through 417 393 94.2% 39.5 3.1 D Right Turn 155 153 98.8% 29.2 4.1 C Subtotal 696 670 96.2% 42.9 4.5 D Left Turn 154 159 103.4% 23.4 6.8 C Through 517 514 99.4% 15.9 3.0 B Right Turn 235 237 100.7% 4.2 0.7 A Subtotal 906 910 100.4% 14.1 1.2 B Left Turn 132 136 103.0% 25.7 3.5 C Through 539 533 98.9% 23.0 3.7 C Right Turn 128 128 100.0% 19.1 5.5 B Subtotal 799 797 99.8% 22.9 3.1 C Total 3,190 3,159 99.0% 37.6 4.8 D 50.0 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 17 17 98.8% 9.5 8.3 A Through 787 790 100.3% 38.0 18.8 E Right Turn 3 3 100.0% 12.9 16.3 B Subtotal 807 809 100.3% 37.1 18.2 E Left Turn 4 3 82.5% 8.5 18.1 A Through 707 689 97.4% 0.2 0.1 A Right Turn 69 69 99.6% 0.3 0.2 A Subtotal 780 761 97.5% 0.3 0.2 A Left Turn 41 41 100.7% 76.6 50.8 F Through Right Turn 11 11 99.1% 21.0 39.8 C Subtotal 52 52 100.4% 67.7 48.7 F Left Turn 6 4 70.0% 4.9 6.5 A Through Right Turn 8 8 97.5% 3.8 4.2 A Subtotal 14 12 85.7% 7.9 5.1 A Total 1,653 1,634 98.9% 22.6 11.1 C 16.3 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 56 53 95.0% 4.3 1.8 A Through 907 908 100.1% 1.7 0.4 A Right Turn Subtotal 963 961 99.8% 1.8 0.3 A Left Turn Through 676 657 97.2% 1.3 0.4 A Right Turn 69 65 93.9% 1.5 0.8 A Subtotal 745 722 96.9% 1.3 0.4 A Left Turn 11 12 104.5% 40.0 4.6 D Through Right Turn 41 41 99.5% 7.5 0.7 A Subtotal 52 52 100.6% 15.7 2.0 B Left Turn Through Right Turn Subtotal Total 1,760 1,736 98.6% 2.1 0.2 A 38.2 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 76 76 100.5% 64.7 17.6 E Through 386 376 97.5% 70.4 18.5 E Right Turn 193 197 102.2% 55.0 18.1 D Subtotal 655 650 99.2% 64.7 18.1 E Left Turn 377 361 95.8% 68.5 30.3 E Through 514 504 98.1% 27.1 3.4 C Right Turn 201 207 102.9% 7.0 1.5 A Subtotal 1,092 1,072 98.2% 36.6 10.8 D Left Turn 274 265 96.9% 55.6 12.1 E Through 656 657 100.2% 42.2 4.7 D Right Turn 93 97 104.3% 38.8 5.0 D Subtotal 1,023 1,019 99.6% 45.2 3.5 D Left Turn 274 265 96.6% 51.9 10.7 D Through 700 677 96.7% 51.6 5.9 D Right Turn 337 328 97.4% 47.3 6.9 D Subtotal 1,311 1,270 96.9% 50.6 5.6 D Total 4,081 4,012 98.3% 47.9 5.3 D 70.4 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 133 128 96.1% 19.5 5.9 B Through 874 849 97.2% 4.7 1.4 A Right Turn Subtotal 1,007 977 97.0% 6.7 1.9 A Left Turn Through 1,017 1,001 98.5% 2.3 0.7 A Right Turn 297 293 98.6% 0.3 0.2 A Subtotal 1,314 1,294 98.5% 1.8 0.5 A Left Turn 343 339 98.8% 52.7 5.2 D Through Right Turn 185 188 101.6% 8.6 5.4 A Subtotal 528 527 99.8% 37.6 2.6 D Left Turn Through Right Turn Subtotal Total 2,849 2,798 98.2% 11.0 1.1 B 52.5 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 986 970 98.4% 1.0 0.5 A Right Turn 231 218 94.5% 0.0 0.0 A Subtotal 1,217 1,189 97.7% 0.8 0.4 A Left Turn 89 87 98.0% 6.3 2.2 A Through 1,194 1,169 97.9% 4.4 2.7 A Right Turn Subtotal 1,283 1,257 97.9% 4.5 2.5 A Left Turn Through Right Turn Subtotal Left Turn 120 125 103.8% 13.7 2.3 B Through Right Turn 89 84 94.5% 9.2 2.3 A Subtotal 209 209 99.8% 11.9 2.3 B Total 2,709 2,654 98.0% 3.6 1.3 A 13.7 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 1.6 1.7 A Through 950 935 98.5% 0.2 0.1 A Right Turn 121 115 94.8% 0.6 0.1 A Subtotal 1,075 1,054 98.1% 0.3 0.1 A Left Turn 59 57 95.8% 2.6 0.9 A Through 1,206 1,183 98.1% 0.7 0.2 A Right Turn 5 5 100.0% 0.3 0.4 A Subtotal 1,270 1,245 98.0% 0.8 0.3 A Left Turn 3 2 66.7% 3.2 4.1 A Through Right Turn 5 5 102.0% 4.0 3.5 A Subtotal 8 7 88.8% 7.2 0.7 A Left Turn 72 70 97.2% 17.3 2.7 C Through Right Turn 43 44 102.1% 11.4 2.5 B Subtotal 115 114 99.0% 15.1 2.5 C Total 2,468 2,420 98.0% 1.4 0.2 A 16.8 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 31 97.2% 10.3 6.3 B Through 931 918 98.6% 0.7 0.4 A Right Turn 33 32 97.6% 0.7 0.2 A Subtotal 996 982 98.5% 1.0 0.5 A Left Turn 17 18 102.9% 7.2 3.1 A Through 1,210 1,185 97.9% 1.2 0.4 A Right Turn 3 3 113.3% 0.7 0.6 A Subtotal 1,230 1,206 98.0% 1.3 0.5 A Left Turn 4 5 115.0% 4.4 4.1 A Through 5 4 70.0% 5.8 10.2 A Right Turn 29 29 100.0% 6.3 0.7 A Subtotal 38 37 97.6% 7.0 1.9 A Left Turn 31 29 94.8% 16.4 4.6 C Through 4 5 120.0% 19.6 17.0 C Right Turn 19 18 93.2% 10.3 3.6 B Subtotal 54 52 96.1% 14.9 3.4 B Total 2,318 2,276 98.2% 1.6 0.2 A 19.6 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 100.0% 21.3 23.9 C Through 288 274 95.1% 42.5 4.3 D Right Turn 629 603 95.9% 2.4 0.5 A Subtotal 923 883 95.7% 14.1 2.1 B Left Turn 2 2 85.0% 5.4 11.7 A Through 354 350 98.8% 42.9 4.9 D Right Turn 269 270 100.2% 34.7 6.7 C Subtotal 625 621 99.4% 39.2 4.9 D Left Turn 215 209 97.0% 80.4 13.2 F Through 681 681 99.9% 43.4 6.3 D Right Turn 9 10 107.8% 27.7 20.2 C Subtotal 905 899 99.3% 51.5 7.5 D Left Turn 681 631 92.7% 145.3 45.5 F Through 1,013 971 95.9% 99.6 51.2 F Right Turn 33 32 96.4% 56.6 35.8 E Subtotal 1,727 1,634 94.6% 116.4 47.7 F Total 4,180 4,037 96.6% 66.8 17.8 E 82.4 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 13 10 78.5% 1.0 0.7 A Through 918 883 96.2% 1.1 0.1 A Right Turn 41 37 89.8% 1.1 0.3 A Subtotal 972 930 95.7% 1.1 0.1 A Left Turn 62 61 97.7% 34.7 53.5 D Through 942 852 90.4% 78.3 80.4 F Right Turn 16 14 85.0% 65.6 70.1 F Subtotal 1,020 926 90.8% 75.0 78.4 F Left Turn 15 15 98.7% 34.0 15.6 D Through 2 2 100.0% 7.5 15.2 A Right Turn 33 31 93.0% 19.3 12.8 C Subtotal 50 48 95.0% 23.0 13.1 C Left Turn 32 32 99.1% 66.1 38.8 F Through 4 4 105.0% 30.8 27.0 D Right Turn 36 35 95.8% 37.8 37.3 E Subtotal 72 70 97.8% 51.9 37.0 F Total 2,114 1,974 93.4% 34.9 33.3 D 27.6 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 75 71 94.7% 19.4 8.3 C Through 924 880 95.2% 0.5 0.1 A Right Turn Subtotal 999 951 95.1% 1.9 0.7 A Left Turn Through 938 843 89.9% 21.9 13.1 C Right Turn 69 65 93.6% 18.2 11.1 C Subtotal 1,007 908 90.1% 21.6 13.0 C Left Turn 48 52 107.7% 73.2 64.9 F Through Right Turn 68 65 95.4% 64.8 59.9 F Subtotal 116 117 100.5% 68.7 62.7 F Left Turn Through Right Turn Subtotal Total 2,122 1,975 93.1% 14.8 7.8 B 42.3 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 91 89 98.1% 74.9 19.8 E Through 862 818 94.8% 14.2 2.6 B Right Turn 55 55 99.3% 12.8 2.2 B Subtotal 1,008 962 95.4% 20.2 5.5 C Left Turn 12 12 101.7% 26.7 17.6 C Through 912 820 89.9% 23.6 9.5 C Right Turn 91 78 85.2% 34.3 40.4 C Subtotal 1,015 910 89.6% 24.5 9.5 C Left Turn 135 134 99.5% 23.7 4.4 C Through 26 30 113.5% 22.4 7.4 C Right Turn 113 108 95.4% 20.1 4.7 C Subtotal 274 272 99.1% 22.1 4.4 C Left Turn 41 41 99.5% 24.7 4.8 C Through 15 15 98.7% 19.0 9.5 B Right Turn 17 17 99.4% 10.2 9.4 B Subtotal 73 73 99.3% 19.6 5.8 B Total 2,370 2,215 93.5% 21.9 4.7 C 50.3 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 6 98.3% 7.7 8.2 A Through 998 952 95.4% 10.0 7.4 A Right Turn 4 3 85.0% 2.2 3.7 A Subtotal 1,008 962 95.4% 9.9 7.3 A Left Turn 18 16 86.1% 13.1 6.3 B Through 994 903 90.9% 11.7 5.2 B Right Turn 44 39 89.5% 5.8 3.6 A Subtotal 1,056 958 90.7% 11.4 5.1 B Left Turn 6 5 80.0% 60.0 34.3 F Through 1 1 90.0% 10.4 17.0 B Right Turn 73 72 97.9% 26.5 7.5 D Subtotal 80 77 96.5% 28.1 7.4 D Left Turn 4 5 112.5% 16.3 10.5 C Through 1 1 120.0% 12.8 27.8 B Right Turn 19 19 97.4% 20.0 9.8 C Subtotal 24 24 100.8% 20.3 7.7 C Total 2,168 2,021 93.2% 11.9 5.4 B 25.5 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 293 284 96.8% 68.4 8.7 E Through 607 563 92.8% 118.4 44.6 F Right Turn 161 157 97.5% 22.5 6.5 C Subtotal 1,061 1,004 94.6% 90.2 25.7 F Left Turn 205 189 92.1% 74.0 16.8 E Through 666 601 90.2% 56.5 5.9 E Right Turn 233 212 90.9% 49.7 10.0 D Subtotal 1,104 1,001 90.7% 58.3 7.0 E Left Turn 239 239 99.9% 97.0 37.3 F Through 769 753 97.9% 41.2 10.0 D Right Turn 301 297 98.7% 9.1 2.5 A Subtotal 1,309 1,288 98.4% 43.7 13.0 D Left Turn 192 200 104.0% 93.9 26.5 F Through 725 714 98.5% 59.5 12.0 E Right Turn 197 196 99.4% 53.0 15.7 D Subtotal 1,114 1,109 99.6% 64.9 13.5 E Total 4,588 4,403 96.0% 63.7 6.0 E 101.3 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 30 93.8% 31.5 24.0 D Through 949 935 98.5% 78.3 42.1 F Right Turn 18 17 91.7% 44.9 38.0 E Subtotal 999 982 98.3% 76.3 41.2 F Left Turn 19 21 108.9% 33.1 29.2 D Through 1,011 952 94.2% 0.4 0.1 A Right Turn 133 126 94.6% 0.5 0.2 A Subtotal 1,163 1,099 94.5% 1.0 0.6 A Left Turn 107 74 69.4% 212.3 65.7 F Through Right Turn 30 20 67.3% 173.4 73.3 F Subtotal 137 95 69.0% 204.6 65.1 F Left Turn 4 3 82.5% 41.5 59.4 E Through Right Turn 14 13 90.7% 9.5 4.1 A Subtotal 18 16 88.9% 19.0 13.0 C Total 2,317 2,191 94.6% 43.0 20.4 E 146.1 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 52 54 103.3% 10.7 4.1 B Through 1,000 995 99.5% 3.1 0.7 A Right Turn Subtotal 1,052 1,049 99.7% 3.5 0.8 A Left Turn Through 1,109 1,040 93.8% 3.7 1.3 A Right Turn 52 47 90.8% 1.9 0.7 A Subtotal 1,161 1,088 93.7% 3.7 1.3 A Left Turn 58 60 102.6% 32.6 3.2 C Through Right Turn 111 110 98.7% 9.1 0.9 A Subtotal 169 169 100.1% 17.2 1.7 B Left Turn Through Right Turn Subtotal Total 2,382 2,305 96.8% 4.7 0.8 A 34.6 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 90 92 102.0% 59.8 12.3 E Through 443 431 97.4% 57.8 10.3 E Right Turn 225 232 103.2% 45.1 14.9 D Subtotal 758 755 99.6% 54.0 11.7 D Left Turn 193 188 97.6% 52.7 11.0 D Through 251 245 97.6% 29.1 5.8 C Right Turn 143 142 99.4% 6.0 1.2 A Subtotal 587 575 98.0% 31.2 4.8 C Left Turn 154 145 94.0% 29.3 4.4 C Through 509 514 101.0% 21.5 3.1 C Right Turn 39 42 106.4% 18.2 4.8 B Subtotal 702 701 99.8% 22.9 2.0 C Left Turn 160 153 95.8% 22.5 5.6 C Through 624 626 100.3% 18.4 2.4 B Right Turn 145 144 99.6% 14.6 6.0 B Subtotal 929 924 99.4% 18.4 2.3 B Total 2,976 2,955 99.3% 31.1 3.3 C 74.4 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 57 56 98.1% 7.4 1.9 A Through 636 614 96.5% 2.2 0.4 A Right Turn Subtotal 693 670 96.6% 2.6 0.5 A Left Turn Through 558 555 99.4% 2.3 0.3 A Right Turn 173 171 98.6% 0.6 0.4 A Subtotal 731 725 99.2% 2.0 0.3 A Left Turn 108 107 98.7% 24.3 3.5 C Through Right Turn 42 41 98.1% 5.4 1.9 A Subtotal 150 148 98.5% 19.0 3.2 B Left Turn Through Right Turn Subtotal Total 1,574 1,543 98.0% 4.1 0.5 A 23.7 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 633 621 98.0% 0.5 0.3 A Right Turn 111 99 89.5% 0.0 0.0 A Subtotal 744 720 96.8% 0.4 0.3 A Left Turn 70 73 104.3% 6.7 5.7 A Through 635 628 98.9% 3.6 0.8 A Right Turn Subtotal 705 701 99.4% 3.9 1.0 A Left Turn Through Right Turn Subtotal Left Turn 96 98 102.0% 14.2 4.8 B Through Right Turn 58 56 97.1% 11.0 2.3 B Subtotal 154 154 100.1% 13.0 3.7 B Total 1,603 1,575 98.2% 4.1 1.0 A 14.2 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 102.0% 1.3 2.5 A Through 651 639 98.2% 0.1 0.1 A Right Turn 35 32 91.1% 0.5 0.2 A Subtotal 691 676 97.8% 0.1 0.1 A Left Turn 20 17 86.0% 1.2 0.8 A Through 614 614 99.9% 0.4 0.1 A Right Turn 4 4 110.0% 0.3 0.2 A Subtotal 638 635 99.6% 0.4 0.1 A Left Turn 2 1 65.0% 3.7 5.0 A Through Right Turn 8 7 83.8% 7.1 0.7 A Subtotal 10 8 80.0% 7.5 0.8 A Left Turn 89 85 95.5% 14.9 1.9 B Through Right Turn 54 56 103.1% 11.8 2.1 B Subtotal 143 141 98.4% 13.7 1.8 B Total 1,482 1,460 98.5% 2.6 0.3 A 10.1 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 13 13 103.1% 3.2 4.2 A Through 677 667 98.4% 0.1 0.0 A Right Turn 17 16 94.7% 0.6 0.3 A Subtotal 707 696 98.4% 0.2 0.1 A Left Turn 11 12 112.7% 3.9 3.8 A Through 601 600 99.9% 0.6 0.4 A Right Turn 4 4 97.5% 0.4 0.4 A Subtotal 616 617 100.1% 0.7 0.5 A Left Turn 14 13 95.0% 6.8 0.3 A Through 5 5 106.0% 8.6 4.8 A Right Turn 24 24 97.9% 6.2 0.4 A Subtotal 43 42 97.9% 6.7 0.5 A Left Turn 13 12 90.8% 11.4 2.5 B Through Right Turn 11 10 90.9% 6.8 1.4 A Subtotal 24 22 90.8% 9.4 1.6 A Total 1,390 1,377 99.0% 0.9 0.2 A 11.3 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 269 265 98.4% 47.1 4.4 D Right Turn 656 640 97.6% 2.8 0.8 A Subtotal 925 905 97.8% 16.5 1.8 B Left Turn 2 2 85.0% 21.0 41.2 C Through 112 108 96.3% 46.9 6.7 D Right Turn 68 70 103.2% 25.7 6.4 C Subtotal 182 180 98.8% 38.2 5.5 D Left Turn 122 119 97.5% 63.5 5.4 E Through 588 571 97.1% 16.5 2.2 B Right Turn 7 7 101.4% 10.2 9.6 B Subtotal 717 697 97.2% 24.8 2.6 C Left Turn 398 392 98.4% 63.5 27.6 E Through 580 581 100.1% 12.2 2.5 B Right Turn 15 15 98.7% 2.9 2.1 A Subtotal 993 987 99.4% 33.5 14.7 C Total 2,817 2,769 98.3% 26.6 6.5 C 61.9 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 11 120.0% 1.2 0.6 A Through 819 802 97.9% 1.1 0.2 A Right Turn 24 23 95.8% 0.9 0.3 A Subtotal 852 835 98.0% 1.1 0.2 A Left Turn 14 16 113.6% 0.6 0.6 A Through 570 556 97.5% 1.4 0.2 A Right Turn 5 5 104.0% 0.5 0.6 A Subtotal 589 577 97.9% 1.4 0.2 A Left Turn 9 9 100.0% 8.0 12.5 A Through 5 5 100.0% 2.4 5.3 A Right Turn 15 13 86.7% 3.2 2.8 A Subtotal 29 27 93.1% 10.3 7.3 B Left Turn 21 20 94.3% 25.3 6.5 D Through 2 1 65.0% 13.1 19.9 B Right Turn 63 62 97.8% 17.6 4.8 C Subtotal 86 83 96.2% 19.4 4.5 C Total 1,556 1,522 97.8% 2.6 0.3 A 16.1 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 34 32 93.5% 3.9 2.1 A Through 799 780 97.6% 0.6 0.1 A Right Turn Subtotal 833 812 97.4% 0.7 0.1 A Left Turn Through 582 565 97.1% 1.7 0.5 A Right Turn 24 24 99.2% 1.3 0.6 A Subtotal 606 589 97.1% 1.7 0.5 A Left Turn 53 56 105.5% 31.9 17.9 D Through Right Turn 85 81 94.7% 24.8 12.1 C Subtotal 138 136 98.8% 27.7 14.4 D Left Turn Through Right Turn Subtotal Total 1,577 1,537 97.4% 4.5 1.9 A 14.5 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 64 65 101.9% 20.5 7.2 C Through 714 692 96.9% 7.3 0.9 A Right Turn 25 25 98.8% 6.4 3.5 A Subtotal 803 782 97.3% 8.4 0.9 A Left Turn 13 13 102.3% 17.3 7.6 B Through 605 583 96.3% 7.4 1.2 A Right Turn 48 48 100.2% 7.1 1.4 A Subtotal 666 644 96.7% 7.7 1.3 A Left Turn 90 93 102.9% 21.1 2.8 C Through 15 14 95.3% 20.3 6.3 C Right Turn 86 83 97.0% 14.8 1.3 B Subtotal 191 190 99.6% 18.3 1.7 B Left Turn 30 29 95.3% 18.8 7.1 B Through 8 8 105.0% 18.4 13.3 B Right Turn 28 28 98.9% 8.2 3.9 A Subtotal 66 65 98.0% 14.2 6.0 B Total 1,726 1,680 97.4% 9.6 0.7 A 24.0 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 11 116.7% 5.1 4.8 A Through 806 786 97.6% 1.9 0.4 A Right Turn 6 6 106.7% 0.4 0.4 A Subtotal 821 803 97.8% 1.9 0.4 A Left Turn 15 16 103.3% 6.6 3.6 A Through 672 648 96.4% 0.8 0.3 A Right Turn 26 24 90.4% 0.6 0.4 A Subtotal 713 687 96.3% 0.9 0.4 A Left Turn 4 4 90.0% 11.9 11.9 B Through 3 4 116.7% 18.1 14.5 C Right Turn 45 44 97.8% 11.3 2.2 B Subtotal 52 51 98.3% 12.6 2.4 B Left Turn 3 4 116.7% 10.7 12.0 B Through Right Turn 13 11 81.5% 10.5 3.5 B Subtotal 16 14 88.1% 12.3 4.6 B Total 1,602 1,555 97.1% 2.0 0.2 A 13.2 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 164 165 100.3% 60.6 19.0 E Through 534 516 96.7% 124.0 46.3 F Right Turn 126 129 102.3% 22.2 7.6 C Subtotal 824 810 98.3% 94.7 28.4 F Left Turn 128 126 98.2% 74.6 38.5 E Through 434 409 94.1% 42.3 2.8 D Right Turn 158 156 98.9% 31.3 4.4 C Subtotal 720 691 95.9% 45.2 8.5 D Left Turn 157 162 103.4% 23.4 4.7 C Through 539 535 99.2% 18.1 2.0 B Right Turn 242 241 99.7% 4.0 1.0 A Subtotal 938 939 100.1% 15.4 1.6 B Left Turn 138 143 103.3% 23.8 4.0 C Through 564 557 98.7% 22.2 2.8 C Right Turn 134 134 99.9% 19.1 5.3 B Subtotal 836 833 99.7% 22.0 2.4 C Total 3,318 3,272 98.6% 44.4 8.6 D 53.9 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 17 17 99.4% 27.7 31.7 D Through 823 821 99.8% 78.5 40.1 F Right Turn 4 4 102.5% 39.6 44.0 E Subtotal 844 842 99.8% 77.6 39.6 F Left Turn 5 5 104.0% 19.2 17.9 C Through 736 716 97.3% 0.4 0.2 A Right Turn 69 68 98.8% 0.3 0.2 A Subtotal 810 790 97.5% 0.6 0.3 A Left Turn 42 41 96.4% 112.3 62.7 F Through Right Turn 12 12 96.7% 53.6 53.2 F Subtotal 54 52 96.5% 97.8 49.1 F Left Turn 7 6 84.3% 21.9 19.0 C Through Right Turn 9 9 101.1% 11.5 8.9 B Subtotal 16 15 93.8% 16.9 13.6 C Total 1,724 1,699 98.5% 44.5 22.4 E 20.1 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 59 57 97.3% 5.4 2.0 A Through 949 950 100.1% 5.4 5.5 A Right Turn Subtotal 1,008 1,008 100.0% 5.4 5.2 A Left Turn Through 705 686 97.3% 1.2 0.6 A Right Turn 73 69 94.0% 1.4 0.5 A Subtotal 778 755 97.0% 1.2 0.5 A Left Turn 12 12 100.8% 38.9 12.1 D Through Right Turn 44 42 95.9% 7.7 1.7 A Subtotal 56 54 97.0% 15.2 4.7 B Left Turn Through Right Turn Subtotal Total 1,842 1,817 98.6% 4.0 3.2 A 39.2 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 80 80 99.9% 94.0 30.7 F Through 402 388 96.5% 96.2 26.3 F Right Turn 198 201 101.4% 79.4 23.1 E Subtotal 680 668 98.3% 91.1 25.8 F Left Turn 388 363 93.5% 121.8 81.3 F Through 537 526 97.9% 29.8 6.6 C Right Turn 208 213 102.2% 10.1 6.3 B Subtotal 1,133 1,101 97.2% 56.3 28.5 E Left Turn 282 271 96.0% 98.9 50.7 F Through 685 685 99.9% 44.9 12.2 D Right Turn 97 101 104.0% 39.6 3.8 D Subtotal 1,064 1,056 99.3% 59.5 16.4 E Left Turn 281 262 93.4% 61.4 17.2 E Through 729 685 94.0% 48.6 8.4 D Right Turn 344 326 94.8% 39.9 8.9 D Subtotal 1,354 1,274 94.1% 49.1 9.5 D Total 4,231 4,099 96.9% 60.6 10.8 E 101.7 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 139 130 93.8% 24.0 6.6 C Through 901 862 95.7% 4.6 1.1 A Right Turn Subtotal 1,040 993 95.5% 7.2 1.8 A Left Turn Through 1,055 1,047 99.2% 2.0 0.2 A Right Turn 311 307 98.8% 0.3 0.3 A Subtotal 1,366 1,354 99.1% 1.6 0.1 A Left Turn 359 356 99.0% 52.0 4.0 D Through Right Turn 193 194 100.7% 6.8 1.4 A Subtotal 552 550 99.6% 36.8 3.0 D Left Turn Through Right Turn Subtotal Total 2,958 2,897 97.9% 11.0 1.1 B 53.2 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 1,026 1,000 97.4% 1.0 0.4 A Right Turn 234 219 93.4% 0.0 0.0 A Subtotal 1,260 1,218 96.7% 0.8 0.3 A Left Turn 91 90 98.8% 7.0 3.2 A Through 1,245 1,230 98.8% 4.0 0.8 A Right Turn Subtotal 1,336 1,320 98.8% 4.3 0.9 A Left Turn Through Right Turn Subtotal Left Turn 121 126 104.0% 14.1 3.3 B Through Right Turn 91 87 95.3% 10.0 4.0 A Subtotal 212 213 100.3% 12.4 3.4 B Total 2,808 2,750 97.9% 3.5 0.7 A 14.1 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 4 86.0% 6.9 11.4 A Through 990 967 97.6% 0.2 0.0 A Right Turn 122 115 94.3% 0.6 0.2 A Subtotal 1,117 1,086 97.2% 0.3 0.1 A Left Turn 60 59 98.7% 3.1 1.3 A Through 1,257 1,247 99.2% 1.3 1.8 A Right Turn 6 6 93.3% 0.3 0.3 A Subtotal 1,323 1,312 99.2% 1.4 1.8 A Left Turn 4 3 67.5% 5.6 7.6 A Through Right Turn 6 5 90.0% 3.5 3.7 A Subtotal 10 8 81.0% 9.1 5.3 A Left Turn 73 71 97.0% 17.9 3.5 C Through Right Turn 44 45 102.5% 10.8 2.2 B Subtotal 117 116 99.1% 15.1 2.3 C Total 2,567 2,522 98.2% 1.7 1.0 A 16.7 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 34 32 95.3% 9.4 6.6 A Through 969 949 97.9% 0.5 0.3 A Right Turn 35 34 97.1% 0.7 0.1 A Subtotal 1,038 1,015 97.8% 0.8 0.5 A Left Turn 18 19 106.7% 6.3 4.6 A Through 1,260 1,253 99.5% 1.3 0.3 A Right Turn 4 4 90.0% 1.4 2.2 A Subtotal 1,282 1,276 99.5% 1.3 0.4 A Left Turn 5 6 114.0% 6.8 4.3 A Through 6 4 71.7% 6.7 2.5 A Right Turn 30 30 100.7% 6.6 0.8 A Subtotal 41 40 98.0% 7.1 0.9 A Left Turn 33 32 95.5% 20.3 6.3 C Through 5 6 116.0% 21.5 17.6 C Right Turn 20 19 93.5% 9.9 4.7 A Subtotal 58 56 96.6% 18.1 5.1 C Total 2,419 2,387 98.7% 1.6 0.3 A 21.5 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 7 100.0% 27.1 27.6 C Through 300 275 91.8% 45.4 4.1 D Right Turn 653 602 92.1% 2.5 0.6 A Subtotal 960 884 92.1% 16.6 1.2 B Left Turn 3 3 83.3% 13.2 30.9 B Through 369 364 98.6% 46.1 4.7 D Right Turn 279 280 100.2% 35.2 6.8 D Subtotal 651 646 99.2% 41.4 5.2 D Left Turn 224 213 95.2% 128.9 26.9 F Through 709 697 98.3% 86.8 25.6 F Right Turn 10 10 102.0% 66.7 32.5 E Subtotal 943 921 97.6% 96.6 24.5 F Left Turn 707 669 94.6% 95.1 50.9 F Through 1,056 1,036 98.1% 53.0 41.7 D Right Turn 35 35 98.9% 22.1 28.7 C Subtotal 1,798 1,740 96.8% 68.9 44.7 E Total 4,352 4,190 96.3% 59.7 19.8 E 102.1 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 14 12 88.6% 0.5 0.4 A Through 953 884 92.7% 1.2 0.2 A Right Turn 42 35 82.9% 1.1 0.5 A Subtotal 1,009 931 92.3% 1.2 0.2 A Left Turn 66 65 98.2% 44.1 52.3 E Through 978 870 89.0% 119.7 58.5 F Right Turn 17 15 85.9% 92.8 55.9 F Subtotal 1,061 950 89.5% 113.4 58.3 F Left Turn 16 16 100.0% 47.8 18.2 E Through 3 3 113.3% 26.7 29.7 D Right Turn 35 33 94.0% 24.8 8.3 C Subtotal 54 52 96.9% 32.1 10.4 D Left Turn 33 32 97.6% 51.5 15.2 F Through 5 5 102.0% 41.9 34.1 E Right Turn 38 36 94.2% 26.8 16.1 D Subtotal 76 73 96.2% 39.7 12.5 E Total 2,200 2,006 91.2% 53.0 27.4 F 35.7 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 76 69 90.5% 20.9 8.2 C Through 960 880 91.7% 0.5 0.1 A Right Turn Subtotal 1,036 949 91.6% 2.1 0.8 A Left Turn Through 976 864 88.5% 28.1 10.1 D Right Turn 70 65 92.4% 23.9 9.3 C Subtotal 1,046 928 88.8% 27.8 10.1 D Left Turn 49 51 104.5% 111.5 67.8 F Through Right Turn 69 64 92.5% 113.3 74.6 F Subtotal 118 115 97.5% 111.6 69.8 F Left Turn Through Right Turn Subtotal Total 2,200 1,992 90.6% 20.8 6.4 C 59.8 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 92 86 92.9% 96.8 42.1 F Through 897 809 90.2% 14.9 3.2 B Right Turn 58 54 92.4% 14.0 4.6 B Subtotal 1,047 948 90.6% 23.2 8.3 C Left Turn 13 13 100.8% 32.0 8.3 C Through 948 839 88.5% 23.7 3.4 C Right Turn 93 78 83.5% 25.4 11.6 C Subtotal 1,054 930 88.2% 24.0 3.7 C Left Turn 137 137 99.9% 23.8 5.3 C Through 27 31 113.3% 25.3 10.9 C Right Turn 115 109 95.0% 21.5 5.4 C Subtotal 279 277 99.2% 23.1 5.5 C Left Turn 43 42 97.0% 25.6 5.8 C Through 16 16 97.5% 13.6 7.8 B Right Turn 18 18 100.0% 8.6 4.1 A Subtotal 77 75 97.8% 18.7 4.9 B Total 2,457 2,230 90.8% 23.1 4.3 C 67.2 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 8 117.1% 11.4 9.7 B Through 1,035 937 90.5% 18.0 16.6 C Right Turn 5 5 90.0% 10.4 19.6 B Subtotal 1,047 950 90.7% 18.0 16.5 C Left Turn 19 17 88.4% 20.7 11.3 C Through 1,031 926 89.8% 10.3 3.3 B Right Turn 45 40 88.0% 4.4 5.1 A Subtotal 1,095 982 89.7% 10.2 3.4 B Left Turn 7 6 78.6% 65.3 34.6 F Through 2 2 115.0% 27.8 35.8 D Right Turn 74 71 96.5% 33.3 21.2 D Subtotal 83 79 95.4% 34.9 20.8 D Left Turn 5 5 102.0% 23.4 25.4 C Through 2 2 90.0% 6.6 9.8 A Right Turn 20 18 90.5% 27.5 14.4 D Subtotal 27 25 92.6% 26.1 14.7 D Total 2,252 2,036 90.4% 15.3 8.9 C 53.6 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 300 270 90.0% 89.4 22.1 F Through 633 554 87.6% 140.1 74.7 F Right Turn 169 155 91.7% 18.1 9.0 B Subtotal 1,102 979 88.9% 106.6 44.4 F Left Turn 213 195 91.4% 83.7 29.2 F Through 694 619 89.2% 52.6 8.0 D Right Turn 238 216 90.9% 43.0 10.8 D Subtotal 1,145 1,030 90.0% 57.4 6.2 E Left Turn 245 230 93.9% 125.2 21.1 F Through 803 768 95.7% 57.5 15.1 E Right Turn 310 300 96.8% 10.6 2.4 B Subtotal 1,358 1,298 95.6% 58.7 11.9 E Left Turn 200 205 102.3% 204.4 81.7 F Through 756 733 96.9% 151.7 67.7 F Right Turn 205 201 97.8% 161.4 78.6 F Subtotal 1,161 1,138 98.0% 163.2 69.4 F Total 4,766 4,445 93.3% 95.1 23.4 F 127.0 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 29 89.1% 46.8 38.3 E Through 988 921 93.2% 96.4 36.6 F Right Turn 19 16 84.7% 69.3 41.9 F Subtotal 1,039 966 92.9% 94.6 36.7 F Left Turn 20 20 98.5% 54.5 36.2 F Through 1,055 982 93.1% 0.4 0.1 A Right Turn 133 124 93.4% 0.6 0.2 A Subtotal 1,208 1,126 93.2% 1.3 0.8 A Left Turn 108 60 55.6% 249.5 55.5 F Through Right Turn 31 18 57.1% 203.0 50.2 F Subtotal 139 78 56.0% 237.6 44.9 F Left Turn 5 5 96.0% 43.0 52.3 E Through Right Turn 15 15 100.7% 9.4 4.3 A Subtotal 20 20 99.5% 20.4 15.5 C Total 2,406 2,190 91.0% 50.9 16.5 F 178.5 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 55 56 100.9% 74.7 89.1 E Through 1,040 992 95.4% 94.5 104.6 F Right Turn Subtotal 1,095 1,048 95.7% 93.2 103.4 F Left Turn Through 1,158 1,075 92.9% 6.4 3.2 A Right Turn 55 50 91.1% 2.1 0.5 A Subtotal 1,213 1,126 92.8% 6.2 3.0 A Left Turn 61 61 100.0% 52.1 19.2 D Through Right Turn 117 116 99.1% 8.5 1.4 A Subtotal 178 177 99.4% 22.0 5.5 C Left Turn Through Right Turn Subtotal Total 2,486 2,350 94.5% 42.4 40.7 D 34.7 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 86 88 102.4% 54.2 13.3 D Through 424 416 98.2% 52.2 12.3 D Right Turn 218 225 103.2% 39.0 13.1 D Subtotal 728 729 100.2% 48.2 12.4 D Left Turn 189 183 97.0% 55.3 10.2 E Through 241 240 99.7% 26.8 5.0 C Right Turn 138 138 100.0% 6.1 1.3 A Subtotal 568 562 98.9% 30.4 3.8 C Left Turn 149 140 93.8% 26.2 3.2 C Through 488 495 101.5% 21.2 3.6 C Right Turn 37 40 107.3% 16.2 5.7 B Subtotal 674 675 100.1% 21.9 2.8 C Left Turn 155 150 96.9% 21.6 3.7 C Through 598 600 100.3% 16.0 1.9 B Right Turn 146 145 99.2% 13.8 2.9 B Subtotal 899 895 99.6% 16.5 2.0 B Total 2,869 2,861 99.7% 28.8 3.5 C 63.6 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 55 54 97.5% 6.4 2.6 A Through 617 601 97.4% 2.2 0.5 A Right Turn Subtotal 672 655 97.4% 2.5 0.5 A Left Turn Through 540 540 99.9% 2.3 0.4 A Right Turn 166 163 98.1% 0.6 0.5 A Subtotal 706 703 99.5% 1.9 0.4 A Left Turn 103 102 99.2% 22.4 4.2 C Through Right Turn 40 39 98.5% 4.3 0.7 A Subtotal 143 142 99.0% 17.3 3.8 B Left Turn Through Right Turn Subtotal Total 1,521 1,499 98.5% 3.8 0.6 A 22.2 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 610 602 98.7% 0.5 0.3 A Right Turn 110 102 92.3% 0.0 0.0 A Subtotal 720 704 97.7% 0.4 0.3 A Left Turn 68 70 103.4% 4.7 1.9 A Through 611 607 99.3% 3.0 0.5 A Right Turn Subtotal 679 677 99.7% 3.2 0.6 A Left Turn Through Right Turn Subtotal Left Turn 95 96 101.1% 13.7 4.2 B Through Right Turn 57 54 95.3% 9.8 1.4 A Subtotal 152 150 98.9% 12.3 3.1 B Total 1,551 1,531 98.7% 3.7 0.7 A 13.7 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 102.5% 0.4 0.5 A Through 629 619 98.3% 0.1 0.0 A Right Turn 34 33 95.6% 0.4 0.1 A Subtotal 667 655 98.2% 0.1 0.0 A Left Turn 19 17 87.4% 0.9 0.6 A Through 589 590 100.1% 0.3 0.1 A Right Turn 3 4 116.7% 0.4 0.2 A Subtotal 611 610 99.8% 0.3 0.1 A Left Turn 1 0 30.0% 0.9 2.7 A Through Right Turn 7 7 95.7% 7.3 0.7 A Subtotal 8 7 87.5% 7.3 0.7 A Left Turn 88 85 96.1% 22.4 4.6 C Through Right Turn 105 107 102.3% 20.7 6.0 C Subtotal 193 192 99.5% 21.4 5.2 C Total 1,479 1,464 99.0% 5.0 1.3 A 10.4 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 12 12 99.2% 1.5 1.6 A Through 707 700 99.1% 0.2 0.1 A Right Turn 16 14 87.5% 0.9 0.7 A Subtotal 735 726 98.8% 0.2 0.1 A Left Turn 10 11 114.0% 3.8 3.6 A Through 576 577 100.2% 0.4 0.1 A Right Turn 3 2 76.7% 0.2 0.3 A Subtotal 589 591 100.3% 0.5 0.2 A Left Turn 13 12 93.1% 8.1 2.3 A Through 4 4 97.5% 2.4 4.0 A Right Turn 23 22 96.1% 6.0 0.4 A Subtotal 40 38 95.3% 7.1 1.0 A Left Turn 12 11 90.8% 13.8 6.1 B Through Right Turn 18 18 98.9% 7.6 2.8 A Subtotal 30 29 95.7% 10.7 3.9 B Total 1,394 1,384 99.3% 0.7 0.1 A 13.8 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 258 255 98.8% 48.8 4.3 D Right Turn 568 557 98.1% 2.2 0.5 A Subtotal 826 812 98.3% 17.6 1.7 B Left Turn 1 1 70.0% 6.3 19.9 A Through 108 104 96.1% 46.9 5.1 D Right Turn 66 69 104.2% 24.0 4.3 C Subtotal 175 173 99.0% 37.1 4.2 D Left Turn 118 117 99.5% 59.1 5.5 E Through 628 612 97.5% 15.9 1.7 B Right Turn 6 7 111.7% 12.5 7.3 B Subtotal 752 737 97.9% 23.2 2.8 C Left Turn 382 378 98.9% 59.7 15.3 E Through 555 557 100.3% 11.1 1.6 B Right Turn 14 14 99.3% 2.9 1.1 A Subtotal 951 949 99.8% 30.3 5.2 C Total 2,704 2,671 98.8% 25.3 2.5 C 57.2 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 9 113.8% 1.2 0.6 A Through 733 722 98.5% 1.2 0.2 A Right Turn 23 23 100.9% 1.2 0.5 A Subtotal 764 754 98.7% 1.2 0.2 A Left Turn 13 15 115.4% 1.0 2.1 A Through 548 534 97.4% 1.4 0.3 A Right Turn 4 3 82.5% 0.3 0.4 A Subtotal 565 552 97.8% 1.4 0.3 A Left Turn Through Right Turn 18 17 94.4% 5.7 1.0 A Subtotal 18 17 94.4% 5.7 1.0 A Left Turn Through Right Turn 60 59 98.7% 12.1 1.1 B Subtotal 60 59 98.7% 12.1 1.1 B Total 1,407 1,383 98.3% 1.9 0.2 A 9.0 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 33 32 96.7% 5.4 5.2 A Through 764 754 98.7% 0.6 0.1 A Right Turn Subtotal 797 786 98.6% 0.7 0.2 A Left Turn Through 543 529 97.5% 1.4 0.5 A Right Turn 23 23 97.8% 1.1 0.7 A Subtotal 566 552 97.5% 1.4 0.5 A Left Turn Through Right Turn 84 82 98.1% 12.5 6.0 B Subtotal 84 82 98.1% 12.5 6.0 B Left Turn Through Right Turn Subtotal Total 1,447 1,420 98.1% 2.0 0.6 A 8.6 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 63 66 104.1% 19.2 7.1 B Through 681 666 97.8% 7.0 1.1 A Right Turn 24 24 99.6% 7.6 4.2 A Subtotal 768 756 98.4% 8.1 1.5 A Left Turn 16 17 104.4% 17.2 9.0 B Through 562 546 97.1% 7.5 1.3 A Right Turn 47 48 101.9% 6.8 1.7 A Subtotal 625 610 97.6% 7.8 1.0 A Left Turn 89 92 103.4% 20.1 3.1 C Through 16 16 98.1% 23.1 5.9 C Right Turn 85 83 97.4% 15.8 1.5 B Subtotal 190 191 100.3% 18.5 1.4 B Left Turn 50 48 96.8% 20.0 3.7 B Through 8 7 92.5% 19.6 9.8 B Right Turn 26 27 105.0% 8.3 2.3 A Subtotal 84 83 98.9% 15.9 2.8 B Total 1,667 1,639 98.3% 9.9 0.6 A 23.1 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 8 7 90.0% 6.7 5.8 A Through 775 766 98.8% 2.4 0.9 A Right Turn 5 5 104.0% 0.7 0.8 A Subtotal 788 778 98.7% 2.4 0.9 A Left Turn 14 15 109.3% 11.8 7.5 B Through 651 630 96.8% 1.0 0.5 A Right Turn 26 24 92.3% 0.8 1.0 A Subtotal 691 670 96.9% 1.2 0.6 A Left Turn Through Right Turn 47 44 93.6% 9.9 1.9 A Subtotal 47 44 93.6% 9.9 1.9 A Left Turn Through Right Turn 12 10 84.2% 14.3 4.2 B Subtotal 12 10 84.2% 14.3 4.2 B Total 1,538 1,502 97.7% 2.1 0.6 A 11.7 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 138 143 103.6% 46.0 6.2 D Through 498 487 97.8% 74.5 23.4 E Right Turn 112 115 102.3% 15.8 6.5 B Subtotal 748 744 99.5% 60.7 17.0 E Left Turn 124 124 99.8% 70.3 21.0 E Through 417 394 94.4% 38.3 2.7 D Right Turn 158 154 97.5% 29.9 6.2 C Subtotal 699 671 96.1% 42.2 3.7 D Left Turn 166 171 103.0% 23.9 4.9 C Through 525 520 99.0% 18.0 3.3 B Right Turn 235 236 100.6% 4.7 1.1 A Subtotal 926 927 100.1% 15.7 2.3 B Left Turn 132 136 102.9% 25.2 4.8 C Through 539 533 98.9% 23.0 3.6 C Right Turn 128 128 99.9% 19.2 5.7 B Subtotal 799 797 99.7% 22.8 3.3 C Total 3,172 3,140 99.0% 36.1 5.1 D 50.4 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 17 16 94.7% 5.7 3.9 A Through 787 790 100.4% 32.0 19.4 D Right Turn 3 3 106.7% 11.7 26.9 B Subtotal 807 810 100.3% 31.3 18.9 D Left Turn 4 3 77.5% 6.7 11.4 A Through 707 688 97.2% 0.2 0.1 A Right Turn 69 70 101.3% 0.3 0.2 A Subtotal 780 761 97.5% 0.3 0.1 A Left Turn Through Right Turn 11 9 81.8% 8.1 1.7 A Subtotal 11 9 81.8% 8.1 1.7 A Left Turn 6 4 70.0% 26.2 72.0 D Through Right Turn 8 8 97.5% 3.8 4.1 A Subtotal 14 12 85.7% 29.2 70.9 D Total 1,612 1,591 98.7% 17.8 10.6 C 7.4 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 56 53 95.0% 4.7 1.3 A Through 907 908 100.1% 2.0 1.5 A Right Turn Subtotal 963 961 99.8% 2.2 1.4 A Left Turn Through 676 654 96.7% 1.3 0.5 A Right Turn 69 66 95.5% 1.4 0.6 A Subtotal 745 720 96.6% 1.3 0.4 A Left Turn 11 12 104.5% 40.7 5.4 D Through Right Turn 41 41 99.5% 7.3 0.5 A Subtotal 52 52 100.6% 15.4 2.0 B Left Turn Through Right Turn Subtotal Total 1,760 1,734 98.5% 2.3 0.8 A 39.9 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 76 76 100.0% 73.6 26.1 E Through 386 373 96.7% 74.7 20.4 E Right Turn 193 196 101.3% 58.3 20.6 E Subtotal 655 645 98.5% 69.3 21.2 E Left Turn 377 363 96.2% 64.9 28.8 E Through 514 507 98.5% 26.4 3.8 C Right Turn 201 206 102.6% 6.7 1.0 A Subtotal 1,092 1,075 98.5% 35.1 9.7 D Left Turn 274 266 96.9% 60.2 13.1 E Through 656 657 100.2% 41.4 3.8 D Right Turn 93 97 104.0% 38.0 7.5 D Subtotal 1,023 1,019 99.6% 45.5 4.7 D Left Turn 274 262 95.6% 54.9 9.5 D Through 700 681 97.3% 53.6 5.7 D Right Turn 343 329 95.8% 49.7 6.2 D Subtotal 1,317 1,272 96.5% 52.8 5.7 D Total 4,087 4,011 98.1% 49.0 4.6 D 74.7 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 133 127 95.6% 21.2 11.2 C Through 880 848 96.4% 4.5 1.1 A Right Turn Subtotal 1,013 975 96.3% 6.8 2.3 A Left Turn Through 1,017 1,007 99.0% 2.4 1.1 A Right Turn 297 290 97.6% 0.2 0.2 A Subtotal 1,314 1,297 98.7% 1.9 0.8 A Left Turn 343 338 98.6% 52.3 4.6 D Through Right Turn 185 188 101.7% 7.6 3.9 A Subtotal 528 526 99.7% 37.0 3.1 D Left Turn Through Right Turn Subtotal Total 2,855 2,798 98.0% 11.0 1.4 B 51.4 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 992 970 97.8% 1.2 0.9 A Right Turn 231 217 94.0% 0.0 0.0 A Subtotal 1,223 1,187 97.1% 1.0 0.8 A Left Turn 89 88 99.1% 10.1 5.6 B Through 1,194 1,173 98.3% 5.1 5.2 A Right Turn Subtotal 1,283 1,261 98.3% 5.5 5.2 A Left Turn Through Right Turn Subtotal Left Turn 120 124 103.3% 16.5 10.7 C Through Right Turn 89 84 94.4% 10.8 5.2 B Subtotal 209 208 99.5% 14.4 8.8 B Total 2,715 2,657 97.8% 4.5 3.8 A 12.6 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 110.0% 1.2 2.2 A Through 956 936 97.9% 0.2 0.0 A Right Turn 121 114 94.4% 0.6 0.1 A Subtotal 1,081 1,055 97.6% 0.2 0.0 A Left Turn 59 57 96.1% 2.5 1.0 A Through 1,206 1,190 98.7% 0.8 0.4 A Right Turn 5 5 92.0% 0.5 0.6 A Subtotal 1,270 1,251 98.5% 0.8 0.4 A Left Turn 3 2 66.7% 5.3 8.6 A Through Right Turn 5 5 102.0% 4.1 3.5 A Subtotal 8 7 88.8% 9.4 6.2 A Left Turn 72 68 94.9% 20.8 6.0 C Through Right Turn 91 93 102.6% 12.3 3.4 B Subtotal 163 162 99.2% 16.0 3.8 C Total 2,522 2,475 98.1% 1.8 0.4 A 16.7 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 30 92.2% 8.4 5.8 A Through 985 970 98.5% 0.4 0.2 A Right Turn 33 32 96.1% 0.6 0.3 A Subtotal 1,050 1,031 98.2% 0.7 0.4 A Left Turn 17 18 103.5% 6.0 3.1 A Through 1,210 1,193 98.6% 1.1 0.4 A Right Turn 3 4 116.7% 0.5 1.3 A Subtotal 1,230 1,214 98.7% 1.2 0.5 A Left Turn 4 5 115.0% 5.1 2.7 A Through 5 4 70.0% 4.3 3.7 A Right Turn 29 29 100.0% 6.0 0.4 A Subtotal 38 37 97.6% 6.2 0.3 A Left Turn 31 30 97.4% 18.2 5.9 C Through 4 4 90.0% 26.4 26.5 D Right Turn 34 34 100.6% 8.7 2.3 A Subtotal 69 68 98.6% 14.6 2.6 B Total 2,387 2,350 98.4% 1.4 0.4 A 19.5 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 4 73.3% 50.6 43.8 D Through 288 272 94.5% 42.9 3.8 D Right Turn 560 534 95.3% 2.3 0.5 A Subtotal 854 810 94.9% 15.6 1.8 B Left Turn 2 2 85.0% 5.5 11.8 A Through 354 349 98.6% 44.1 5.2 D Right Turn 269 269 100.0% 35.1 7.2 D Subtotal 625 620 99.2% 40.1 5.2 D Left Turn 215 207 96.4% 94.2 14.9 F Through 750 749 99.9% 49.6 10.5 D Right Turn 9 10 111.1% 36.7 21.7 D Subtotal 974 967 99.2% 58.4 10.4 E Left Turn 681 635 93.3% 134.5 46.6 F Through 1,013 984 97.1% 81.6 47.4 F Right Turn 33 32 96.7% 39.7 31.8 D Subtotal 1,727 1,651 95.6% 100.8 45.7 F Total 4,180 4,048 96.8% 63.8 16.9 E 98.5 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 13 14 110.8% 0.7 0.4 A Through 864 822 95.1% 1.1 0.1 A Right Turn 41 37 90.2% 1.2 0.4 A Subtotal 918 873 95.1% 1.1 0.1 A Left Turn 62 61 97.9% 34.0 32.6 D Through 942 850 90.2% 96.4 58.6 F Right Turn 16 13 83.8% 57.7 38.6 F Subtotal 1,020 924 90.6% 91.2 56.1 F Left Turn Through Right Turn 35 34 96.9% 14.3 6.2 B Subtotal 35 34 96.9% 14.3 6.2 B Left Turn Through Right Turn 36 34 95.0% 12.5 4.8 B Subtotal 36 34 95.0% 12.5 4.8 B Total 2,009 1,865 92.8% 42.1 25.0 E 10.8 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 75 72 95.6% 16.6 4.2 C Through 918 874 95.2% 0.5 0.1 A Right Turn Subtotal 993 946 95.2% 1.9 0.5 A Left Turn Through 908 808 89.0% 43.0 18.9 E Right Turn 69 66 95.8% 37.6 21.2 E Subtotal 977 874 89.5% 42.6 18.9 E Left Turn Through Right Turn 68 69 100.7% 33.3 9.3 D Subtotal 68 69 100.7% 33.3 9.3 D Left Turn Through Right Turn Subtotal Total 2,038 1,888 92.7% 20.3 7.6 C 23.3 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 91 90 98.7% 85.9 27.7 F Through 856 809 94.5% 14.5 2.4 B Right Turn 55 55 100.0% 13.3 3.1 B Subtotal 1,002 954 95.2% 21.1 4.1 C Left Turn 14 14 102.1% 29.5 13.7 C Through 880 787 89.4% 25.2 5.5 C Right Turn 91 78 85.4% 22.3 3.3 C Subtotal 985 879 89.2% 25.1 5.3 C Left Turn 135 136 100.4% 26.1 6.2 C Through 27 31 113.7% 23.6 5.6 C Right Turn 113 108 95.5% 23.8 5.6 C Subtotal 275 274 99.7% 25.0 4.9 C Left Turn 77 72 94.0% 24.6 7.1 C Through 20 21 105.0% 16.0 8.7 B Right Turn 17 19 110.6% 8.7 6.6 A Subtotal 114 112 98.4% 20.4 5.5 C Total 2,376 2,219 93.4% 23.1 3.7 C 53.4 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 6 4 68.3% 14.0 20.0 B Through 998 952 95.4% 10.0 6.0 B Right Turn 4 2 52.5% 2.0 4.8 A Subtotal 1,008 958 95.0% 10.1 6.0 B Left Turn 18 15 82.8% 13.4 9.4 B Through 998 899 90.1% 12.4 3.7 B Right Turn 44 41 93.4% 5.7 3.1 A Subtotal 1,060 955 90.1% 12.1 3.5 B Left Turn Through Right Turn 79 76 96.1% 22.9 6.3 C Subtotal 79 76 96.1% 22.9 6.3 C Left Turn Through Right Turn 19 17 90.0% 20.9 9.8 C Subtotal 19 17 90.0% 20.9 9.8 C Total 2,166 2,006 92.6% 11.9 4.0 B 20.7 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 232 226 97.6% 73.9 18.7 E Through 574 530 92.3% 119.2 85.4 F Right Turn 148 145 98.1% 19.1 9.6 B Subtotal 954 902 94.5% 91.9 54.9 F Left Turn 205 187 91.0% 95.8 39.0 F Through 666 595 89.4% 58.0 5.8 E Right Turn 239 214 89.5% 52.0 5.9 D Subtotal 1,110 996 89.7% 64.3 9.1 E Left Turn 272 266 97.6% 92.2 32.4 F Through 782 757 96.8% 47.0 13.0 D Right Turn 301 296 98.2% 9.6 3.0 A Subtotal 1,355 1,318 97.3% 47.4 12.6 D Left Turn 192 201 104.7% 82.1 26.7 F Through 725 716 98.8% 57.1 15.8 E Right Turn 197 197 99.9% 63.7 30.9 E Subtotal 1,114 1,114 100.0% 63.3 18.0 E Total 4,533 4,330 95.5% 63.5 16.5 E 82.7 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 30 92.8% 33.6 31.9 D Through 949 911 96.0% 81.0 59.2 F Right Turn 18 17 91.7% 65.6 58.7 F Subtotal 999 958 95.8% 79.2 58.0 F Left Turn 19 19 100.0% 24.9 15.5 C Through 1,011 954 94.4% 0.4 0.1 A Right Turn 133 122 91.7% 0.5 0.2 A Subtotal 1,163 1,095 94.1% 0.9 0.5 A Left Turn Through Right Turn 30 29 97.3% 9.0 2.2 A Subtotal 30 29 97.3% 9.0 2.2 A Left Turn 4 3 80.0% 19.1 25.3 C Through Right Turn 14 13 90.7% 9.8 3.0 A Subtotal 18 16 88.3% 12.2 6.0 B Total 2,210 2,098 94.9% 36.5 26.6 E 37.5 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Existing + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 52 54 102.9% 45.4 76.7 D Through 1,000 978 97.8% 48.5 94.4 D Right Turn Subtotal 1,052 1,032 98.1% 48.4 93.4 D Left Turn Through 1,109 1,050 94.7% 5.6 3.8 A Right Turn 52 48 93.1% 1.9 0.8 A Subtotal 1,161 1,098 94.6% 5.4 3.6 A Left Turn 58 59 101.6% 42.7 17.3 D Through Right Turn 111 110 98.6% 9.5 1.1 A Subtotal 169 168 99.6% 20.4 5.4 C Left Turn Through Right Turn Subtotal Total 2,382 2,298 96.5% 26.0 44.3 C 33.8 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 90 93 103.2% 51.7 20.4 D Through 443 433 97.6% 52.8 15.2 D Right Turn 225 232 103.0% 41.6 13.5 D Subtotal 758 757 99.9% 49.2 15.0 D Left Turn 193 187 97.1% 87.5 35.4 F Through 251 248 98.6% 27.0 4.4 C Right Turn 143 142 99.1% 5.1 1.6 A Subtotal 587 577 98.2% 41.7 11.7 D Left Turn 154 145 94.2% 33.1 7.8 C Through 509 514 101.0% 22.5 3.8 C Right Turn 39 42 106.4% 20.7 5.3 C Subtotal 702 701 99.8% 24.6 3.7 C Left Turn 160 154 96.4% 23.9 4.3 C Through 624 628 100.6% 15.2 2.2 B Right Turn 148 148 99.7% 14.1 3.3 B Subtotal 932 929 99.7% 16.6 2.0 B Total 2,979 2,964 99.5% 32.5 5.3 C 87.5 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 57 56 98.4% 7.7 2.8 A Through 639 621 97.1% 2.2 0.2 A Right Turn Subtotal 696 677 97.2% 2.6 0.3 A Left Turn Through 558 555 99.5% 2.3 0.3 A Right Turn 173 170 98.3% 0.7 0.4 A Subtotal 731 725 99.2% 2.0 0.3 A Left Turn 108 107 98.7% 24.3 3.5 C Through Right Turn 42 41 98.1% 5.4 1.9 A Subtotal 150 148 98.5% 19.0 3.2 B Left Turn Through Right Turn Subtotal Total 1,577 1,550 98.3% 4.2 0.6 A 23.7 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 636 626 98.4% 0.5 0.3 A Right Turn 111 102 91.5% 0.0 0.0 A Subtotal 747 727 97.3% 0.4 0.2 A Left Turn 70 73 103.6% 7.4 4.5 A Through 635 628 98.9% 3.7 0.8 A Right Turn Subtotal 705 700 99.3% 4.1 1.0 A Left Turn Through Right Turn Subtotal Left Turn 96 98 102.0% 14.2 3.7 B Through Right Turn 58 56 97.1% 11.0 1.9 B Subtotal 154 154 100.1% 13.0 2.8 B Total 1,606 1,582 98.5% 4.1 0.8 A 14.2 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 5 98.0% 0.5 0.7 A Through 654 644 98.4% 0.1 0.1 A Right Turn 35 32 92.0% 0.5 0.2 A Subtotal 694 681 98.1% 0.1 0.1 A Left Turn 20 18 87.5% 0.9 0.8 A Through 614 613 99.8% 0.3 0.1 A Right Turn 4 4 107.5% 0.4 0.3 A Subtotal 638 635 99.5% 0.3 0.1 A Left Turn 2 1 65.0% 4.9 7.3 A Through Right Turn 8 7 83.8% 7.1 0.7 A Subtotal 10 8 80.0% 7.9 1.4 A Left Turn 89 85 95.7% 24.9 6.9 C Through Right Turn 106 108 101.9% 21.9 6.1 C Subtotal 195 193 99.1% 23.2 6.2 C Total 1,537 1,517 98.7% 5.3 1.3 A 10.5 EB WB Served Volume (vph) NB SB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 13 13 103.1% 2.5 2.2 A Through 732 724 98.9% 0.2 0.1 A Right Turn 17 15 88.2% 0.6 0.2 A Subtotal 762 753 98.8% 0.3 0.1 A Left Turn 11 12 112.7% 5.1 4.9 A Through 601 600 99.8% 0.5 0.1 A Right Turn 4 4 97.5% 0.3 0.2 A Subtotal 616 616 100.0% 0.5 0.1 A Left Turn 14 13 95.0% 7.4 1.9 A Through 5 5 106.0% 3.8 5.5 A Right Turn 24 24 97.9% 6.3 1.3 A Subtotal 43 42 97.9% 7.1 1.3 A Left Turn 13 12 92.3% 12.8 5.1 B Through Right Turn 19 18 93.7% 7.0 1.3 A Subtotal 32 30 93.1% 10.1 2.5 B Total 1,453 1,441 99.1% 0.7 0.1 A 12.8 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 269 263 97.7% 43.5 2.1 D Right Turn 593 580 97.9% 3.0 0.9 A Subtotal 862 843 97.8% 15.5 1.5 B Left Turn 2 2 85.0% 25.2 40.5 C Through 112 108 96.3% 43.6 6.5 D Right Turn 68 70 103.2% 23.2 7.0 C Subtotal 182 180 98.7% 35.9 6.0 D Left Turn 122 121 98.9% 64.0 6.0 E Through 651 636 97.7% 18.6 2.5 B Right Turn 7 8 107.1% 8.4 8.9 A Subtotal 780 764 98.0% 26.0 2.1 C Left Turn 398 392 98.4% 61.2 20.1 E Through 580 581 100.1% 10.9 1.5 B Right Turn 15 15 98.7% 3.8 3.1 A Subtotal 993 987 99.4% 32.2 8.9 C Total 2,817 2,774 98.5% 25.5 3.2 C 58.8 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 9 94.4% 1.4 0.6 A Through 765 749 97.8% 1.2 0.1 A Right Turn 24 25 105.8% 1.0 0.4 A Subtotal 798 782 98.0% 1.2 0.1 A Left Turn 14 16 112.9% 0.4 0.3 A Through 570 556 97.5% 1.3 0.2 A Right Turn 5 5 108.0% 0.3 0.3 A Subtotal 589 577 97.9% 1.3 0.2 A Left Turn Through Right Turn 19 17 89.5% 5.9 1.1 A Subtotal 19 17 89.5% 5.9 1.1 A Left Turn Through Right Turn 63 61 97.1% 12.8 1.4 B Subtotal 63 61 97.1% 12.8 1.4 B Total 1,469 1,437 97.8% 1.9 0.1 A 8.7 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 34 33 97.6% 3.0 1.9 A Through 798 782 97.9% 0.6 0.1 A Right Turn Subtotal 832 815 97.9% 0.7 0.1 A Left Turn Through 565 549 97.1% 1.6 0.9 A Right Turn 24 24 97.9% 1.1 0.4 A Subtotal 589 572 97.1% 1.6 0.8 A Left Turn Through Right Turn 85 84 99.3% 12.3 2.8 B Subtotal 85 84 99.3% 12.3 2.8 B Left Turn Through Right Turn Subtotal Total 1,506 1,471 97.7% 2.0 0.5 A 9.4 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 64 67 104.7% 19.8 5.3 B Through 713 696 97.6% 8.4 1.0 A Right Turn 25 23 93.2% 9.7 4.2 A Subtotal 802 786 98.0% 9.3 1.1 A Left Turn 17 18 104.7% 22.7 7.0 C Through 584 565 96.7% 7.4 1.0 A Right Turn 48 49 101.0% 6.3 2.0 A Subtotal 649 631 97.3% 7.8 0.9 A Left Turn 90 91 101.3% 20.7 4.2 C Through 17 17 100.6% 21.6 9.7 C Right Turn 86 82 95.7% 14.9 2.9 B Subtotal 193 191 98.8% 18.2 2.2 B Left Turn 52 49 95.0% 19.9 3.1 B Through 9 8 91.1% 16.9 11.5 B Right Turn 28 30 105.4% 8.6 1.9 A Subtotal 89 87 97.9% 15.5 3.2 B Total 1,733 1,695 97.8% 10.3 0.7 B 23.5 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 9 101.1% 5.5 6.6 A Through 806 791 98.2% 2.5 0.8 A Right Turn 6 5 90.0% 1.4 2.2 A Subtotal 821 806 98.1% 2.5 0.8 A Left Turn 15 16 106.7% 14.5 8.4 B Through 673 648 96.3% 0.9 0.4 A Right Turn 26 25 94.6% 0.9 1.0 A Subtotal 714 689 96.5% 1.2 0.5 A Left Turn Through Right Turn 48 48 100.2% 9.5 1.0 A Subtotal 48 48 100.2% 9.5 1.0 A Left Turn Through Right Turn 16 14 87.5% 14.0 5.5 B Subtotal 16 14 87.5% 14.0 5.5 B Total 1,599 1,556 97.3% 2.2 0.5 A 11.8 EB WB SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 143 147 102.4% 61.3 22.4 E Through 522 506 96.9% 97.9 32.1 F Right Turn 118 121 102.4% 19.6 5.3 B Subtotal 783 773 98.8% 78.4 22.7 E Left Turn 128 126 98.8% 73.0 25.0 E Through 434 411 94.6% 40.2 3.0 D Right Turn 159 156 98.0% 29.4 3.9 C Subtotal 721 693 96.1% 43.6 5.8 D Left Turn 169 174 103.1% 25.3 5.1 C Through 547 542 99.1% 16.8 2.4 B Right Turn 242 242 99.9% 3.8 0.6 A Subtotal 958 958 100.0% 15.0 1.4 B Left Turn 138 143 103.4% 27.5 3.8 C Through 566 560 98.9% 22.8 2.9 C Right Turn 134 134 100.0% 18.8 2.9 B Subtotal 838 837 99.8% 23.0 2.3 C Total 3,300 3,260 98.8% 39.3 7.0 D 52.9 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 17 16 91.8% 14.3 15.4 B Through 824 825 100.1% 53.0 30.4 F Right Turn 4 5 117.5% 16.0 28.4 C Subtotal 845 846 100.1% 52.3 30.0 F Left Turn 5 6 110.0% 4.3 8.8 A Through 736 716 97.3% 0.3 0.1 A Right Turn 69 70 101.0% 0.3 0.2 A Subtotal 810 792 97.7% 0.3 0.1 A Left Turn Through Right Turn 12 9 75.8% 7.3 1.4 A Subtotal 12 9 75.8% 7.3 1.4 A Left Turn 7 6 84.3% 22.1 36.4 C Through Right Turn 9 9 101.1% 11.4 9.7 B Subtotal 16 15 93.8% 17.7 25.6 C Total 1,683 1,661 98.7% 28.9 17.0 D 7.4 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement AM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 59 58 97.6% 5.6 2.9 A Through 950 951 100.1% 2.7 2.1 A Right Turn Subtotal 1,009 1,009 100.0% 2.8 1.9 A Left Turn Through 705 683 96.8% 1.2 0.4 A Right Turn 73 69 94.8% 1.3 0.4 A Subtotal 778 752 96.6% 1.3 0.4 A Left Turn 12 12 100.8% 40.4 3.5 D Through Right Turn 44 42 95.9% 7.1 0.5 A Subtotal 56 54 97.0% 16.0 3.0 B Left Turn Through Right Turn Subtotal Total 1,843 1,815 98.5% 2.8 1.3 A 36.5 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 1 1300 East/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 80 80 100.3% 95.3 24.2 F Through 402 389 96.7% 100.9 15.7 F Right Turn 198 195 98.3% 83.9 16.4 F Subtotal 680 664 97.6% 95.4 16.5 F Left Turn 388 365 94.1% 112.1 61.5 F Through 537 523 97.5% 30.9 7.7 C Right Turn 208 209 100.3% 11.8 7.2 B Subtotal 1,133 1,097 96.9% 55.4 25.7 E Left Turn 282 273 96.7% 122.3 64.6 F Through 685 683 99.8% 45.4 12.0 D Right Turn 97 101 103.9% 39.8 12.4 D Subtotal 1,064 1,057 99.3% 65.6 24.5 E Left Turn 281 260 92.6% 61.3 19.1 E Through 729 689 94.5% 51.1 7.4 D Right Turn 350 326 93.2% 45.2 14.1 D Subtotal 1,360 1,275 93.8% 51.8 10.4 D Total 4,237 4,093 96.6% 63.7 12.4 E 106.2 Intersection 2 1300 East/Brickyard Road Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 139 130 93.2% 104.5 223.9 F Through 907 864 95.2% 4.1 1.5 A Right Turn Subtotal 1,046 993 95.0% 9.2 6.1 A Left Turn Through 1,055 1,036 98.2% 4.3 5.9 A Right Turn 311 305 98.1% 0.2 0.2 A Subtotal 1,366 1,341 98.2% 3.4 4.7 A Left Turn 359 355 98.9% 49.9 3.1 D Through Right Turn 193 198 102.4% 22.0 47.7 C Subtotal 552 553 100.1% 41.2 18.4 D Left Turn Through Right Turn Subtotal Total 2,964 2,887 97.4% 12.8 7.8 B 55.1 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 3 Richmond Street/Miller Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn Through 1,032 998 96.7% 1.3 0.6 A Right Turn 234 220 94.1% 0.0 0.0 A Subtotal 1,266 1,218 96.2% 1.1 0.5 A Left Turn 91 90 98.4% 11.3 8.6 B Through 1,245 1,219 97.9% 4.0 1.2 A Right Turn Subtotal 1,336 1,309 97.9% 4.5 1.6 A Left Turn Through Right Turn Subtotal Left Turn 121 125 103.4% 15.6 4.3 C Through Right Turn 91 88 96.3% 9.7 3.0 A Subtotal 212 213 100.3% 13.1 3.6 B Total 2,814 2,740 97.4% 3.9 1.1 A 15.6 Intersection 4 Richmond Street/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 5 4 72.0% 2.6 7.2 A Through 996 967 97.1% 0.3 0.0 A Right Turn 122 114 93.4% 0.7 0.1 A Subtotal 1,123 1,084 96.5% 0.3 0.0 A Left Turn 60 58 96.8% 3.4 0.9 A Through 1,257 1,235 98.3% 0.7 0.2 A Right Turn 6 6 103.3% 0.5 0.3 A Subtotal 1,323 1,300 98.2% 0.8 0.2 A Left Turn 4 3 70.0% 3.6 4.9 A Through Right Turn 6 5 86.7% 4.1 3.6 A Subtotal 10 8 80.0% 7.6 2.1 A Left Turn 73 70 95.5% 20.4 7.1 C Through Right Turn 92 94 102.1% 12.4 3.4 B Subtotal 165 164 99.2% 15.8 5.5 C Total 2,621 2,555 97.5% 1.7 0.4 A 20.4 SB EB WB Served Volume (vph) NB SB Served Volume (vph) NB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 5 Richmond Street/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 34 30 87.9% 10.6 5.7 B Through 1,023 1,000 97.7% 0.5 0.1 A Right Turn 35 33 92.9% 0.6 0.2 A Subtotal 1,092 1,062 97.3% 0.8 0.3 A Left Turn 18 19 106.1% 10.4 6.0 B Through 1,260 1,237 98.2% 1.6 0.9 A Right Turn 4 3 85.0% 0.4 0.6 A Subtotal 1,282 1,260 98.3% 1.7 0.9 A Left Turn 5 5 102.0% 5.4 4.3 A Through 6 4 70.0% 4.7 4.1 A Right Turn 30 31 103.3% 6.2 0.4 A Subtotal 41 40 98.3% 6.6 0.7 A Left Turn 33 31 94.8% 18.7 6.9 C Through 5 5 98.0% 17.5 19.2 C Right Turn 36 37 101.7% 9.2 2.7 A Subtotal 74 73 98.4% 14.7 3.1 B Total 2,489 2,435 97.8% 1.8 0.5 A 17.6 Intersection 6 Highland Drive/Richmond Street Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 6 80.0% 48.8 41.6 D Through 300 280 93.4% 39.3 5.0 D Right Turn 583 548 93.9% 2.1 0.4 A Subtotal 890 834 93.7% 14.1 1.8 B Left Turn 3 3 83.3% 22.8 25.7 C Through 370 365 98.7% 51.7 12.3 D Right Turn 279 278 99.5% 38.9 9.4 D Subtotal 652 645 99.0% 46.0 10.3 D Left Turn 224 207 92.5% 169.3 32.1 F Through 779 745 95.6% 130.5 30.3 F Right Turn 10 10 100.0% 99.3 47.8 F Subtotal 1,013 962 94.9% 138.8 29.9 F Left Turn 707 661 93.4% 111.1 62.0 F Through 1,056 1,027 97.2% 72.0 54.5 E Right Turn 35 35 99.7% 36.8 37.1 D Subtotal 1,798 1,722 95.8% 86.0 57.4 F Total 4,353 4,163 95.6% 77.1 26.9 E 143.1 WB Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 7 Highland Drive/Elgin Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 14 15 104.3% 0.9 0.5 A Through 899 842 93.6% 1.1 0.2 A Right Turn 42 38 89.5% 1.1 0.2 A Subtotal 955 894 93.6% 1.1 0.2 A Left Turn 66 63 95.0% 88.0 44.3 F Through 979 850 86.8% 178.9 43.3 F Right Turn 17 13 75.9% 99.8 50.2 F Subtotal 1,062 925 87.1% 171.9 43.0 F Left Turn Through Right Turn 37 36 95.9% 17.3 9.1 C Subtotal 37 36 95.9% 17.3 9.1 C Left Turn Through Right Turn 38 37 97.6% 11.4 3.0 B Subtotal 38 37 97.6% 11.4 3.0 B Total 2,092 1,892 90.4% 76.9 16.9 F 26.0 Intersection 8 Highland Drive/Gunn Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 76 72 94.5% 15.3 4.6 C Through 955 895 93.7% 0.4 0.1 A Right Turn Subtotal 1,031 967 93.8% 1.7 0.6 A Left Turn Through 946 815 86.2% 51.9 17.4 F Right Turn 70 63 90.4% 45.9 9.8 E Subtotal 1,016 879 86.5% 51.3 16.3 F Left Turn Through Right Turn 69 69 99.3% 35.3 10.8 E Subtotal 69 69 99.3% 35.3 10.8 E Left Turn Through Right Turn Subtotal Total 2,116 1,914 90.4% 23.8 4.6 C 27.6 NB SB EB WB Served Volume (vph) NB SB EB WB Served Volume (vph) Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 9 Highland Drive/Miller Avenue Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 92 86 93.2% 93.2 47.7 F Through 892 825 92.5% 16.0 1.3 B Right Turn 58 56 95.9% 13.3 3.9 B Subtotal 1,042 967 92.8% 22.9 5.3 C Left Turn 15 16 106.0% 35.7 17.9 D Through 916 794 86.7% 28.9 7.1 C Right Turn 93 78 83.5% 29.5 19.9 C Subtotal 1,024 888 86.7% 29.1 6.9 C Left Turn 137 139 101.2% 27.5 8.0 C Through 28 30 108.6% 31.1 19.2 C Right Turn 115 110 95.2% 26.2 9.0 C Subtotal 280 279 99.5% 27.6 9.7 C Left Turn 79 75 94.3% 27.1 6.7 C Through 21 24 112.9% 20.5 9.4 C Right Turn 18 19 106.7% 12.4 10.5 B Subtotal 118 117 99.5% 23.2 6.5 C Total 2,464 2,250 91.3% 25.8 4.4 C 63.1 Intersection 10 Highland Drive/Woodland Avenue Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 7 7 95.7% 26.8 30.8 D Through 1,037 960 92.6% 9.9 8.4 A Right Turn 5 4 82.0% 1.8 4.3 A Subtotal 1,049 971 92.6% 10.1 8.5 B Left Turn 19 16 82.1% 13.0 7.3 B Through 1,035 908 87.7% 7.1 2.5 A Right Turn 45 45 98.9% 4.6 5.0 A Subtotal 1,099 968 88.1% 7.1 2.5 A Left Turn Through Right Turn 81 79 97.7% 23.7 10.3 C Subtotal 81 79 97.7% 23.7 10.3 C Left Turn Through Right Turn 20 19 96.0% 20.8 9.6 C Subtotal 20 19 96.0% 20.8 9.6 C Total 2,249 2,037 90.6% 8.7 4.8 A 23.7 Served Volume (vph) NB EB WB SB EB WB Served Volume (vph) NB SB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 11 Highland Drive/3300 South Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 239 222 92.7% 94.7 32.4 F Through 600 537 89.4% 164.0 50.8 F Right Turn 155 145 93.4% 26.2 12.7 C Subtotal 994 903 90.8% 124.9 34.3 F Left Turn 213 193 90.8% 91.8 38.6 F Through 694 607 87.4% 58.1 6.4 E Right Turn 244 214 87.8% 48.7 9.2 D Subtotal 1,151 1,014 88.1% 63.0 7.9 E Left Turn 278 262 94.2% 109.8 23.0 F Through 816 776 95.1% 53.1 13.9 D Right Turn 310 293 94.6% 8.7 1.6 A Subtotal 1,404 1,331 94.8% 55.0 12.0 E Left Turn 200 207 103.5% 136.6 43.8 F Through 756 747 98.8% 90.4 39.0 F Right Turn 207 205 99.2% 88.5 44.8 F Subtotal 1,163 1,159 99.7% 99.4 37.2 F Total 4,712 4,407 93.5% 82.2 12.7 F 115.5 Intersection 12 Highland Drive/3350 South Side-street Stop Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 32 28 88.8% 62.4 27.4 F Through 988 911 92.2% 138.5 37.2 F Right Turn 19 17 88.4% 108.0 33.6 F Subtotal 1,039 956 92.0% 135.5 37.0 F Left Turn 20 18 90.0% 34.5 29.0 D Through 1,055 970 91.9% 0.3 0.1 A Right Turn 133 123 92.1% 0.4 0.2 A Subtotal 1,208 1,110 91.9% 1.0 0.7 A Left Turn Through Right Turn 31 29 93.9% 9.0 2.0 A Subtotal 31 29 93.9% 9.0 2.0 A Left Turn 5 5 92.0% 39.6 42.2 E Through Right Turn 15 15 99.3% 18.9 20.4 C Subtotal 20 20 97.5% 25.4 30.4 D Total 2,298 2,115 92.0% 59.0 12.6 F 67.9 Served Volume (vph) NB SB EB WB Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019 ---PAGE BREAK--- Vissim Post-Processor Millcreek Corridor Study Average Results from 10 Runs Future + Project Conditions - Highland Road Diet Mitigated - Greatest Impact Scenario Volume and Delay by Movement PM Peak Hour Intersection 13 Highland Drive/Luck Lane Signal Demand Total Delay (sec/veh) Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 55 55 100.2% 65.3 73.4 E Through 1,040 993 95.5% 87.2 100.4 F Right Turn Subtotal 1,095 1,048 95.7% 86.1 99.1 F Left Turn Through 1,158 1,069 92.3% 7.1 3.0 A Right Turn 55 50 90.2% 2.3 1.0 A Subtotal 1,213 1,119 92.2% 6.9 2.9 A Left Turn 61 61 99.3% 54.2 17.9 D Through Right Turn 117 116 99.0% 8.8 1.2 A Subtotal 178 176 99.1% 24.0 8.5 C Left Turn Through Right Turn Subtotal Total 2,486 2,343 94.3% 41.7 44.8 D 35.3 Served Volume (vph) NB SB EB WB Fehr & Peers 11/1/2019