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HomeMy WebLinkAboutGATEWAY APARTMENTS - PDP230001 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYTraffic Impact Study Gateway at Prospect Fort Collins, Colorado Prepared for: Studio PBA TRAFFIC IMPACT STUDY Gateway at Prospect Fort Collins, Colorado Prepared for Studio PBA 1575 Gilpin Street Denver, Colorado 80218 Prepared by Kimley-Horn and Associates, Inc. 4582 South Ulster Street Suite 1500 Denver, Colorado 80237 (303) 228-2300 November 2022 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 11/03/2022 Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 EXECUTIVE SUMMARY ........................................................................................... 1 2.0 INTRODUCTION ....................................................................................................... 5 3.0 EXISTING AND FUTURE CONDITIONS .................................................................. 7 3.1 Existing Study Area ...........................................................................................................7 3.2 Existing Roadway Network ................................................................................................7 3.3 Existing Traffic Volumes ..................................................................................................12 3.4 Unspecified Development Traffic Growth .........................................................................12 4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 16 4.1 Trip Generation................................................................................................................16 4.2 Trip Distribution ...............................................................................................................17 4.3 Traffic Assignment ...........................................................................................................20 4.4 Total (Background Plus Project) Traffic............................................................................20 5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 25 5.1 Analysis Methodology ......................................................................................................25 5.2 Key Intersection Operational Analysis .............................................................................26 5.3 Vehicle Queuing Analysis ................................................................................................33 5.4 Turn Bay Length Analysis ................................................................................................34 5.5 Bicycle and Pedestrian Access ........................................................................................34 5.6 Improvement Summary ...................................................................................................35 6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 38 APPENDICES Appendix A – Base Assumption Form Appendix B – Intersection Count Sheets Appendix C – Original Traffic Study Excerpts Appendix D – Trip Generation Worksheets Appendix E – Prospect Road Roadway Plans Appendix F – Intersection Analysis Worksheets Appendix G – Queue Analysis Worksheets Appendix H – LCUASS Turn Lane Guidelines Appendix I – Conceptual Site Plan Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page ii LIST OF TABLES Table 1 – Gateway at Prospect Traffic Generation ....................................................................16 Table 2 – Comparison Traffic Generation ..................................................................................17 Table 3 – Level of Service Definitions .......................................................................................25 Table 4 – Prospect Road & Timberline Road LOS Results........................................................27 Table 5 – Prospect Road and Summit View Drive LOS Results ................................................28 Table 6 – Prospect Road & SW Frontage Road LOS Results ...................................................30 Table 7 – Prospect Road and Street B Access Level of Service Results ...................................32 Table 8 – Turn Lane Queuing Analysis Results.........................................................................33 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................6 Figure 2 – Existing Geometry and Control .................................................................................11 Figure 3 – 2022 Existing Traffic Volumes ..................................................................................13 Figure 4 – 2024 Background Traffic Volumes............................................................................14 Figure 5 – 2045 Background Traffic Volumes............................................................................15 Figure 6 – 2024 Project Trip Distribution ...................................................................................18 Figure 7 – 2045 Project Trip Distribution ...................................................................................19 Figure 8 – 2024 Project Traffic Assignment ...............................................................................21 Figure 9 – 2045 Project Traffic Assignment ...............................................................................22 Figure 10 – 2024 Total Traffic Volumes.....................................................................................23 Figure 11 – 2045 Total Traffic Volumes.....................................................................................24 Figure 12 – 2024 Recommended Geometry and Control ..........................................................36 Figure 13 – 2045 Recommended Geometry and Control ..........................................................37 Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 1 1.0 EXECUTIVE SUMMARY Gateway at Prospect is proposed to be located along the north side of Prospect Road, between Summit View Drive and SW Frontage Road in Fort Collins, Colorado. Gateway at Prospect is a residential development proposed to include 276 multifamily units. It is expected that Gateway at Prospect will be completed in the next couple of years. Therefore, analysis was conducted for the 2024 short-term buildout horizon as well as the 2045 long-term twenty-year planning horizon. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study based on the City of Fort Collins requested scope: · Prospect Road and Timberline Road · Prospect Road and Summit View Drive · Prospect Road and SW Frontage Road · Prospect Road and Street B Access (Future) Regional access to Gateway at Prospect will be provided by Interstate 25 (I-25) and College Drive (US-287). Primary access will be provided by Timberline Road and Prospect Road. Direct access will be provided by a proposed full movement access Street B along Prospect Road, approximately 800 feet east of Summit View Drive, measured center to center. Gateway at Prospect is expected to generate approximately 1,862 weekday daily trips, with 110 of these trips occurring during the morning peak hour and 141 of these trips occurring during the afternoon peak hour. Of note, this development is being constructed within Area I of the master Gateway at Prospect study prepared by Delich Associates. The new plan of development is anticipated to generate 26 more daily trips with 31 fewer morning peak hour trips and 30 fewer afternoon peak hour trips occurring compared to the previous proposal. Based on the analysis presented in this report, Kimley-Horn believes Gateway at Prospect will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project development, and expected traffic volumes resulted in the following recommendations: Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 2 2024 Short-Term Recommendations · With completion of this Gateway at Prospect project, the Street B intersection along Prospect Road is proposed as a temporary right-in/right-out only access. This is due to the anticipation that Prospect Road will soon thereafter be reconstructed to a five-lane roadway through this intersection. It is the City’s desire to not provide left turn improvements that would need to be removed sometime in the near future when the roadway is completely rebuilt. Traffic wishing to turn left into the project along eastbound Prospect Road until the Prospect Road/Street B intersection is improved to a three-quarter movement access (left in allowed but left out restricted), they will be able to turn left at the SW Frontage Road intersection to access Street E which will be constructed along SW Frontage Road. At the Prospect Road/Street B intersection, it is recommended that a R1-1 “STOP” sign and a R3-2 “No Left Turn” sign placed below the R1-1 sign be installed on the southbound approach exiting the development. Likewise, a R3-2 “No Left Turn” sign is recommended to be placed on the northeast corner of the Prospect Road/Street B intersection to identify the temporary left turn entrance restriction as well until a median is constructed along Prospect Road. The Frontage Road access, Street E, will be constructed by the development and connect to the Frontage Road approximately 700 feet north of the Prospect Road / Frontage Road intersection. If this will operate with two- way stop control, a R1-1 “STOP” sign is recommended on the Street E approach to SW Frontage Road. It is understood that this intersection may ultimately be a roundabout. · The intersection of Prospect Road and Timberline Road will likely need improvements with or without the addition of project traffic to operate with acceptable level of service. It was found that triple northbound left turn lanes would provide the most benefit to the operations of the intersection and could be explored by the City of Fort Collins to mitigate the high delays for the 706 vehicles per hour projected in the northbound left turn during the peak hour. If these are implemented, three receiving westbound through lanes would be needed along Prospect Road. This would require improvements of the rail crossing of Prospect Road to the west of Timberline Road as well as a possible Timberline Road bride widening over the creek to the south of Prospect Road. Therefore, this is a more complex improvement that may need further study which the City should carefully consider at this intersection as future traffic volumes occur. It is believed that some traffic will reroute and divert on the street network to other intersections as delays increase. Of note, the project does not contribute to this movement. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 3 2045 Long-Term Recommendations · By 2045, the Prospect Road widening project will be completed to provide two through lanes in each direction between Sharp Point Drive and I-25. When Prospect Road widens to a four- lane roadway, the project access will be opened to three-quarter movements with an eastbound left turn lane constructed. It is anticipated that the Prospect Road improvements will actually occur within the next five-year horizon. Therefore, the long-term horizon analyzes the access with three-quarter movements. The R3-2 No Left Turn sign installed on the northeast corner of the Prospect Road and Street B intersection for the temporary eastbound left turn restriction should be removed. Further, a R6-1R “ONE WAY” sign could be placed within the future raised median island along Prospect Road to further identify the southbound approach to right turn movements only. The eastbound left turn lane is recommended to provide a length of 165 feet while the westbound right turn lane is recommended to provide a length of 450 feet to match the 30 percent roadway design plans for Prospect Road. · If 2045 traffic volumes are realized, the intersection of Prospect Road and Timberline Road may need further improvements. These improvements could include dual eastbound left turn lanes, three eastbound and westbound through lanes, and right turn overlap phasing for the westbound and southbound right turn movements. · At the Prospect Road and Summit View Drive intersection, the existing 150-foot southbound right turn lane may need to be extended to 225 feet if future projected traffic volumes are realized. · With completion of the Prospect Road widening, two eastbound and westbound through lanes will be provided at the SW Frontage Road intersection. In addition, separate eastbound and westbound right turn lanes will be provided with the widening improvement project. The northbound and southbound SW Frontage Road approaches are anticipated to provide dual left turn lanes, a through lane, and a right turn lane. The dual southbound left turn lanes are recommended to provide a length of 390 feet while the southbound right turn lane is recommended to provide a length of 250 feet to meet LCUASS turn lane guidelines. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 4 General Recommendations · Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the City of Fort Collins and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 5 2.0 INTRODUCTION Kimley-Horn and Associates, Inc. has prepared this report to document the results of a Traffic Impact Study for Gateway at Prospect proposed to be located along the north side of Prospect Road, between Summit View Drive and SW Frontage Road in Fort Collins, Colorado. A vicinity map illustrating the Gateway at Prospect development location is shown in Figure 1. Gateway at Prospect is a residential development proposed to include 276 multifamily units. A conceptual site plan is attached in Appendix I. The overall Gateway at Prospect development includes this multifamily development along with single-family homes, retail uses, business park uses, a fueling station, and open space. It is expected that Gateway at Prospect will be completed in the next couple of years; therefore, analysis was conducted for the 2024 short-term buildout horizon as well as the 2045 long-term twenty-year planning horizon. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study based on the City of Fort Collins requested scope (base assumption form attached in Appendix A): · Prospect Road and Timberline Road · Prospect Road and Summit View Drive · Prospect Road and SW Frontage Road · Prospect Road and Street B Access (Future) Regional access to Gateway at Prospect will be provided by Interstate 25 (I-25) and College Drive (US-287). Primary access will be provided by Timberline Road and Prospect Road. Direct access will be provided by a proposed full movement access Street B along Prospect Road, approximately 800 feet east of Summit View Drive, measured center to center. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 6 Figure 1 – Vicinity Map Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 7 3.0 EXISTING AND FUTURE CONDITIONS 3.1 Existing Study Area The existing site is agricultural land. The area surrounding the site is comprised of vacant land, agricultural land, and rural residential single-family homes with large lots. Extending to the east is the Prospect Road and I-25 interchange. Approximately 3.5 miles to the west is the downtown Fort Collins area and Colorado State University campus. Traveling west there are industrial/warehouse uses and single-family residential communities up to College Drive (US- 287). 3.2 Existing Roadway Network Prospect Road extends eastbound and westbound with two through lanes in each direction west of Sharp Point Drive and one through lane in each direction east of Sharp Point Drive. The posted speed limit along the four-lane section of Prospect Road is 40 miles per hour whereas the posted speed along the two-lane section is 45 miles per hour. Bicycle lanes are incorporated within the roadway west of the SW Frontage Road. A trail runs along Prospect Road, west of Summit View Drive and ties into the sidewalk network west of Sharp Point Drive. Timberline Road extends north/south with two through lanes directly south and north of the Prospect Road intersection. Extending further to the north of this intersection, Timberline Road transitions from a four-lane roadway to a two-lane roadway while to the south of the intersection transitions from a four-lane roadway to a six-lane roadway. Bicycle lanes are provided along both sides of the roadway with sidewalk provided. The posted speed limit is 45 miles per hour. Summit View Drive provides one through lane in each direction extending in the northwest/southeast direction. No sidewalks are provided on either side of the roadway. The posted speed limit is 35 miles per hour. SW Frontage Road extends north/south as a two-lane roadway. The posted speed limit is 30 miles per hour. No bicycle facilities or sidewalks are provided along the roadway near the study intersection. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 8 The signalized intersection of Prospect Road and Timberline Road operates with protected-only left turn phasing on all four approaches. The northbound approach of Timberline Road provides dual left turn lanes, two through lanes, and a channelized right turn lane with the right turn movements operating under FREE conditions. The eastbound approach of Prospect Road provides a left turn lane, two through lanes, and a channelized right turn lane with the right turn movements operating under FREE conditions. The southbound and westbound approaches provide dual left turn lanes, two through lanes, and channelized right turn lanes with yield control movements. An aerial photo of the existing intersection configuration is below (north is up - typical). Prospect Road & Timberline Road Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 9 The signalized intersection of Prospect Road and Summit View Drive operates with permissive- only left turn phasing on the eastbound and westbound approaches of Prospect Road. The eastbound and westbound approaches provide separate left turn lanes and shared through/right turn lanes. The northbound access approach in alignment with Summit View Drive provides a single lane for shared movements while the southbound Summit View Drive approach provides a shared left/through lane and a separate right turn lane. An aerial photo of the existing intersection configuration is below. Prospect Road & Summit View Drive Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 10 The signalized intersection of Prospect Road and SW Frontage Road operates with permissive- only left turn phasing on the northbound and southbound approaches of SW Frontage Road and protected-permitted left turn phasing on the eastbound and westbound approaches of Prospect Road. The eastbound and westbound approaches provide separate left turn lanes and shared through/right turn lanes. The northbound and southbound approaches provide a single lane for shared movements. An aerial photo of the existing intersection configuration is below. Prospect Road & SW Frontage Road The intersection lane configuration and control for the study area intersections are shown in Figure 2. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 12 3.3 Existing Traffic Volumes Existing turning movement counts were conducted at the study intersections on Wednesday, October 19, 2022 during the weekday morning and afternoon peak hours. The counts were conducted during the morning and afternoon peak hours of adjacent street traffic in 15-minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM on this count date. The existing intersection traffic volumes are shown in Figure 3 with count sheets provided in Appendix B. 3.4 Unspecified Development Traffic Growth According to traffic projections scoped for the Gateway at Prospect development prepared by Delich Associates in April 2016, the annual traffic growth projection was determined to be two (2) percent in the immediate study area. To align with the previous study which included the proposed development area, a two (2) percent annual growth was used to estimate near term 2024 and long term 2045 traffic volume projections at the Summit View Drive and Frontage Road intersection along Prospect Road. However, the areas surrounding the Prospect Road/Timberline Road intersection and west of the intersection are more built out. Therefore, a one (1) percent annual growth rate was used to estimate short-term and long-term volumes at this intersection. In addition, the remaining developments associated with the master Gateway at Prospect development, on the north and east side of the multifamily homes, have been included in the long- term 2045 background traffic projections. The Gateway at Prospect traffic volumes prepared by Delich Associates is included in Appendix C.Background traffic volumes for 2024 and 2045 are shown in Figures 4 and 5, respectively. 338(439) 816(855) 38(55) 489(785) 688(761) 79(130)87(41)597(557)115(112)322(310)515(761)692(575)1 5(2) 1254(907) 25(53) 10(9) 715(1214) 46(75)32(17)5(0)93(68)2 12(12) 1230(866) 28(18) 3(2) 706(1196) 32(27)9(23)0(1)43(71)7(13)1(0)10(7)3 345(448) 832(872) 39(56) 499(801) 702(776) 81(133)89(42)609(568)117(114)328(316)525(776)706(587)1 5(2) 1305(944) 26(55) 10(9) 744(1263) 48(78)33(18)5(0)97(71)2 12(12) 1280(901) 29(19) 3(2) 735(1244) 33(28)9(24)0(1)45(74)7(14)1(0)10(7)3 449(607) 1075(1185) 56(87) 615(987) 968(1051) 99(163)126(68)751(700)145(141)456(437)647(957)870(723)1 8(3) 2058(1613) 43(94) 16(14) 1298(2071) 73(118)59(35)8(0)147(107)2 19(19) 1940(1366) 335(470) 5(3) 1113(1886) 230(208)259(546)0(2)153(305)11(20)2(0)16(11)3 Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 16 4.0 PROJECT TRAFFIC CHARACTERISTICS 4.1 Trip Generation Site-generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Manual1 published by the Institute of Transportation Engineers (ITE). ITE has established trip rates in nationwide studies of similar land uses. For this study, Kimley-Horn used the ITE Trip Generation Report average rates that apply to Multifamily Low-Rise Housing (ITE Land Use Code 220) for traffic associated with the development. Gateway at Prospect is expected to generate approximately 1,862 weekday daily trips, with 110 of these trips occurring during the morning peak hour and 141 of these trips occurring during the afternoon peak hour. Calculations were based on the procedure and information provided in the ITE Trip Generation Manual, 11th Edition – Volume 1: User’s Guide and Handbook, 2021.Table 1 summarizes the estimated trip generation for the Gateway at Prospect. The trip generation worksheets are included in Appendix D. Table 1 – Gateway at Prospect Traffic Generation Land Use and Size Weekday Vehicle Trips Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Multifamily Low-Rise Housing (ITE 220) – 276 Dwelling Units 1,862 26 84 110 89 52 141 1 Institute of Transportation Engineers,Trip Generation Manual, Eleventh Edition, Washington DC, 2021. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 17 Of note, this development is being constructed within Area I of the master Gateway at Prospect study prepared by Delich Associates. Area I was proposed to include 276 dwelling units of apartments using the most current Trip Generation, 9th Edition during the time of the study.Table 2 summarizes the difference in trips associated with the new proposal and the previous proposal. The new plan of development is anticipated to generate 26 more daily trips with 31 fewer morning peak hour trips and 30 fewer afternoon peak hour trips compared to the previous study. Table 2 – Comparison Traffic Generation Land Use and Size Weekday Vehicle Trips Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Previous Proposal (Area I) Apartments (ITE, 9th Ed) – 276 Dwelling Units 1,836 28 113 141 110 61 171 Current Proposal Multifamily Low-Rise Housing (ITE, 11th Ed) – 276 Dwelling Units 1,862 26 84 110 89 52 141 Difference in Trips +26 -29 -29 -31 -21 -9 -30 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, existing and anticipated surrounding employment, school, and attraction information, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site-generated traffic that approaches the site from a given direction and departs the site back to the original source. Since the Prospect Road widening plan will not be constructed until after the buildout of the development, the proposed access (Street B) will be restricted to right-in/right-out in a temporary condition. Whereas the full buildout of the Gateway development will allow three-quarter movements at the Prospect Road and Street B access intersection when Prospect Road is widened. Therefore, the project trip distribution for the proposed development is illustrated in Figure 6 for the short-term (Prospect Road/Street B right-in/right-out) and Figure 7 for the long-term (Prospect Road/Street B three-quarter). [20%] [40%] [5%] 40%5%20%1 15% 80%[80%]4 15% 80%[15%]3 [65%] [15%] 65%15%2 [20%] [40%] [5%] 40%5%20%1 15% 80%[80%]4 15%[15%]3 [65%] [15%] 65%15%2 Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 20 4.3 Traffic Assignment Gateway at Prospect traffic assignment was obtained by applying the project trip distribution to the estimated traffic generation of the development shown in Table 1. Traffic assignment is shown in Figure 8 for the short-term and Figure 9 for the long-term. 4.4 Total (Background Plus Project) Traffic Site traffic volumes were added to the background volumes to represent estimated traffic conditions for the short-term 2024 buildout horizon and long-term 2045 twenty-year planning horizon. These total traffic volumes for the study area are illustrated for the 2024 and 2045 horizon years in Figures 10 and 11, respectively. 17(10) 34(21) 4(3) 10(36)1(4)5(18)1 4(13) 21(71)67(42)4 4(13) 21(71)13(8)3 55(34) 13(8) 17(58)4(13)2 17(10) 34(21) 4(3) 10(36)1(4)5(18)1 4(13) 21(71)67(42)4 4(13)13(8)3 55(34) 13(8) 17(58)4(13)2 362(458) 866(893) 43(59) 499(801) 712(812) 81(133)90(46)609(568)117(114)333(334)525(776)706(587)1 1336(1001) 4(13) 792(1345)67(42)4 12(12) 1284(914) 29(19) 3(2) 735(1244) 54(99)22(32)0(1)45(74)7(14)1(0)10(7)3 5(2) 1360(978) 39(63) 10(9) 761(1321) 48(78)37(31)5(0)97(71)2 466(617) 1109(1206) 60(90) 615(987) 978(1087) 99(163)127(72)751(700)145(141)461(455)647(957)870(723)1 2110(1710) 15(65) 1348(2097) 21(71)67(42)4 19(19) 1944(1379) 335(470) 5(3) 1113(1886) 230(208)272(554)0(2)153(305)11(20)2(0)16(11)3 8(3) 2113(1647) 56(102) 16(14) 1315(2129) 73(118)63(48)8(0)147(107)2 Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 25 5.0 TRAFFIC OPERATIONS ANALYSIS Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2024 and 2045 development horizons at the identified key intersections. The acknowledged source for determining overall capacity is the Highway Capacity Manual (HCM)2. 5.1 Analysis Methodology Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A (very little delay) to F (long delays and congestion). For intersections and roadways in this study area, Larimer County standard for the City of Fort Collins identifies overall intersection LOS D and approach LOS E as the minimum thresholds for acceptable operations for signalized intersections along a “commercial corridor”. Table 3 shows the definition of level of service for signalized and unsignalized intersections. Table 3 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (sec/veh) A ≤ 10 ≤ 10 B > 10 and ≤ 20 > 10 and ≤ 15 C > 20 and ≤ 35 > 15 and ≤ 25 D > 35 and ≤ 55 > 25 and ≤ 35 E > 55 and ≤ 80 > 35 and ≤ 50 F > 80 > 50 Definitions provided from the Highway Capacity Manual, Sixth Edition, Transportation Research Board, 2016. Study area intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the LOS for a two-way stop- controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a two-way stop-controlled intersection is not defined for the intersection as a whole. LOS for signalized, roundabout, and all-way stop controlled intersections are defined for each approach and for the overall intersection. 2 Transportation Research Board,Highway Capacity Manual, Sixth Edition, Washington DC, 2016. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 26 5.2 Key Intersection Operational Analysis Calculations for the operational level of service at the key intersections for the study area are provided in Appendix F. The existing year analysis is based on the lane geometry and intersection control shown in Figure 2.Existing peak hour factors were utilized in the existing and 2024 horizon analysis years while the Larimer County peak hour factor of 0.95 was used for the long-term 2045 horizon analysis. The signalized intersection analysis utilizes the observed cycle lengths with optimized phasing and timing. Based on increased national attention given to establishing appropriate yellow and all-red clearance intervals to improve intersection safety, these have been calculated and are applied for approaches at the signalized intersections. The increase in yellow and all red time sacrifices intersection capacity for improved safety. Synchro traffic analysis software was used to analyze the signalized, and unsignalized key intersections for HCM level of service. Prospect Road and Timberline Road The signalized intersection of Prospect Road and Timberline Road operates with protected-only left turn phasing on all four approaches. The intersection operates acceptably at LOS D with approaches operating at LOS E or better during both peak hours under existing conditions. However, by 2024 with the background annual growth, the intersection may operate with LOS E during the morning peak hour prior to the addition of project traffic. It was found that triple northbound left turn lanes would provide the most benefit to the operations of the intersection and could be explored by the City of Fort Collins to mitigate the high delays for the 706 vehicles per hour projected in the northbound left turn during the peak hour. If these are implemented, three receiving westbound through lanes would be needed along Prospect Road. This would require improvements of the rail crossing of Prospect Road to the west of Timberline Road as well as a possible Timberline Road bride widening over the creek to the south of Prospect Road. Therefore, this is a more complex improvement that may need further study which the City should carefully consider at this intersection as future traffic volumes occur. It is believed that some traffic will reroute and divert on the street network to other intersections as delays increase. Of note, the project does not contribute to this movement. With project traffic, the intersection will operate at LOS D during both peak hours. By 2045, further improvement may be needed if future traffic volumes are realized. These improvements could include dual eastbound left turn lanes, three eastbound and westbound Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 27 through lanes, and right turn overlap phasing for the westbound and southbound right turn movements. With these improvements, the intersection would operate acceptably through 2045. Table 4 provides the results of the LOS analysis conducted at this intersection. Table 4 – Prospect Road & Timberline Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh)LOS Delay (sec/veh)LOS 2022 Existing Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 54.4 D 51.3 D 69.2 45.3 52.8 56.3 E D D E 61.7 48.9 47.8 49.0 E D D D 2024 Background Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 55.9 E 51.7 D 73.8 45.2 49.4 64.8 E D D E 62.4 49.1 47.2 51.8 E D D D 2024 Background # Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 46.8 D 47.9 D 50.4 40.0 47.1 53.5 D D D D 49.6 39.3 51.7 55.8 D D D E 2024 Background Plus Project # Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 47.3 D 48.6 D 54.2 39.4 47.1 53.5 D D D D 49.3 38.9 52.7 59.4 D D D E 2045 Background ## Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 51.3 D 54.0 D 55.1 43.2 49.4 63.6 E D D E 54.6 43.9 56.7 69.3 D D E E 2045 Background Plus Project ## Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 52.2 D 54.9 D 56.5 45.4 49.4 63.6 E D D E 57.1 45.1 56.7 69.3 E D E E # = Triple NB Left Turn Lanes ## = Dual EB Left Turn Lanes, Three EB and WB Through Lanes, WB and SB Right Turn Overlap Phasing Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 28 Prospect Road and Summit View Drive The signalized intersection of Prospect Road and Summit View Drive operates with permissive- only left turn phasing on the eastbound and westbound approaches of Prospect Road. The intersection currently operates at LOS A during both peak hours with the existing geometry. With project traffic, the intersection is anticipated to continue operating at an acceptable level of service through the short-term 2024 horizon. By 2045, the City of Fort Collins plans to widen Prospect Road between Sharp Point Drive and Frontage Road from two-lanes to four-lanes. No additional turn lanes are being proposed at the intersection with the widening project. The roadway plans for this widening project are included in Appendix E.With these improvements, the intersection is anticipated to operate at LOS A with and without the project traffic.Table 5 provides the results of the LOS analysis conducted at this intersection. Table 5 – Prospect Road and Summit View Drive LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh)LOS Delay (sec/veh)LOS 2022 Existing Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 3.3 A 2.5 A 0.2 0.3 0.0 50.5 A A A D 0.5 0.4 0.0 57.4 A A A E 2024 Background Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 4.0 A 2.6 A 0.2 0.9 0.0 56.8 A A A E 0.5 0.4 0.0 57.9 A A A E 2024 Background Plus Project Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 4.3 A 2.9 A 0.2 1.0 0.0 62.8 A A A E 0.7 0.6 0.0 57.3 A A A E 2045 Background #3.0 A 1.5 A Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 0.2 0.6 0.0 60.0 A A A E 0.4 0.4 0.0 50.3 A A A D 2045 Background Plus Project # Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 3.0 A 1.7 A 0.3 0.6 0.0 60.1 A A A E 0.4 0.4 0.0 53.6 A A A D # = Two EB and WB Through Lanes Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 29 Prospect Road and SW Frontage Road The signalized intersection of Prospect Road and SW Frontage Road operates with permissive- only left turn phasing on the northbound and southbound approaches of SW Frontage Road and protected-permitted left turn phasing on the eastbound and westbound approaches of Prospect Road. The overall intersection currently operates at LOS B during the morning peak hour and LOS A during the afternoon peak hour. With project traffic, the intersection will continue operating acceptably at LOS C or better during both peak hours. With full buildout of the Gateway development and the completion of the Prospect Road widening, two eastbound and westbound through lanes will be provided at the intersection. In addition, separate eastbound and westbound right turn lanes will be provided with the widening project. The roadway plans for this widening project are included in Appendix E.With the roadway improvements, the northbound and southbound approaches will provide dual left turn lanes, a through lane, and a right turn lane. With these improvements, the intersection is anticipated to operate at LOS C during both peak hours in 2045.Table 6 provides the results of the LOS analysis conducted at this intersection. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 30 Table 6 – Prospect Road & SW Frontage Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh)LOS Delay (sec/veh)LOS 2022 Existing Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 18.3 2.2 25.8 51.1 55.4 B A C D E 9.5 4.0 10.5 50.3 61.6 A A B D E 2024 Background Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 23.1 2.7 33.3 51.1 55.7 C A C D E 10.3 4.8 11.3 50.4 62.8 B A B D E 2024 Background Plus Project Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 25.8 3.9 36.9 51.0 57.6 C A D D E 15.8 13.4 12.8 50.4 64.9 B B B D E 2045 Background # Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 25.5 18.3 23.3 56.7 64.6 C B C E E 30.5 25.9 20.9 62.9 62.9 C C C E E 2045 Background Plus Project # Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 28.6 25.9 24.1 56.7 64.9 C C C E E 31.1 26.4 21.4 62.9 64.0 C C C E D # = Two EB and WB Through Lanes Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 31 Prospect Road and Street B Access With completion of the Gateway at Prospect project, a temporary right-in/right-out only access (Street B) along Prospect Road and a full movement access (Street E) along Frontage Road are proposed to serve the residential development in the short-term. Street B is proposed to be restricted to right-in/right-out movements temporarily in the short-term horizon due to the anticipation that Prospect Road will soon thereafter be reconstructed to a five-lane roadway through this intersection. It is the City’s desire to not provide left turn improvements that would need to be removed sometime in the near future when the roadway is completely rebuilt. Traffic wishing to turn left into the project along eastbound Prospect Road until the Prospect Road/Street B intersection is improved to a three-quarter movement access (left in allowed but left out restricted), they will be able to turn left at the SW Frontage Road intersection to access Street E which will be constructed along SW Frontage Road. At the Prospect Road/Street B intersection, it is recommended that a R1-1 “STOP” sign and a R3-2 “No Left Turn” sign placed below the R1- 1 sign be installed on the southbound approach exiting the development. Likewise, a R3-2 “No Left Turn” sign is recommended to be placed on the northeast corner of the Prospect Road/Street B intersection to identify the temporary left turn entrance restriction as well until a median is constructed along Prospect Road. The Frontage Road access, Street E, will be constructed by the development and connect to the Frontage Road approximately 700 feet north of the Prospect Road / Frontage Road intersection. If this will operate with two-way stop control, a R1-1 “STOP” sign is recommended on the Street E approach to SW Frontage Road. It is understood that this intersection may ultimately be a roundabout. However, when Prospect Road widens to a four-lane roadway, the project access will be opened to three-quarter movements with an eastbound left turn lane constructed. The roadway plans for this widening project are included in Appendix E.It is anticipated that the Prospect Road improvements will actually occur within the next five-year horizon. Therefore, the long-term horizon analyzes the access with three-quarter movements. The R3-2 No Left Turn sign installed on the northeast corner of the Prospect Road and Street B intersection for the temporary eastbound left turn restriction should be removed. Further, a R6-1R “ONE WAY” sign could be placed within the future raised median island along Prospect Road to further identify the southbound approach to right turn movements only. The eastbound left turn lane is recommended to provide a length of 165 feet while the westbound right turn lane is recommended to provide a length of 450 feet to match the 30 percent roadway design plans for Prospect Road. Table 7 Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 32 provides the results of the level of service for this Prospect Road and Street B access. As shown in the table, the project street access intersection along Prospect Road is anticipated to have all movements operating with acceptable LOS E or better during the peak hours as a right-in/right- out movement access for the short-term horizon. As a three-quarter access with Prospect Road being a four-lane roadway, the movements operate at LOS D or better during both peak hours. Table 7 – Prospect Road and Street B Access Level of Service Results Intersection 2024 Total 2045 Total AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay (sec/ veh) LOS Delay (sec/ veh) LOS Delay (sec/ veh) LOS Delay (sec/ veh) LOS Eastbound Left Southbound Right - 45.0 - E - 21.8 - C 22.5 31.7 C D 19.7 20.1 C C Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 33 5.3 Vehicle Queuing Analysis A vehicle queuing analysis was conducted for the study area intersections. The queuing analysis was performed using Synchro presenting the results of the 95th percentile queue lengths. Results are shown in the following Table 8 with calculations provided within the level of service operational sheets of Appendix F for unsignalized intersections and Appendix G for signalized intersections. Table 8 – Turn Lane Queuing Analysis Results Intersection Turn Lane Existing Turn Lane Length (feet) 2024 Calculated Queue (feet) 2024 Recommended Length (feet) 2045 Calculated Queue (feet) 2045 Recommended Length (feet) Prospect Rd & Timberline Eastbound Left Eastbound Right Westbound Left Westbound Right Northbound Left Northbound Right Southbound Left Southbound Right 325’ 375’ 275’/475’ 75’ 450’/575’ C 175’/225’ 75’ 202’ 0’ 264’ DL 0’ 267’ TL 0’ 63’ DL 3’ 325’ 375’ 275’/475’ 75’ 450’/575’DL C 175’/225’ 75’ 103’ DL 0’ 386’ DL 35’ 315’ TL 0’ 80’ DL 50’ 325’DL 375’ 275’/475’ 75’ 450’/575’TL C 175’/225’ 75’ Prospect Rd & Summit View Eastbound Left Westbound Left Southbound Right 300’ 75’ 150’ 69’ 1’ 54’ 300’ 75’ 150’ 159’ 1’ 226’ 300’ 75’ 225’ Prospect Rd & Frontage Eastbound Left Eastbound Right Westbound Left Westbound Right Northbound Left Northbound Right Southbound Left Southbound Right 75’ DNE 425’ DNE DNE DNE DNE DNE 31’ - 5’ - - - - - 75’ DNE 425’ DNE DNE DNE DNE DNE 304’ 0’ 12’ 65’ 17’ DL 0’ 319’ DL 232’ 485’ 50’ 425’ 195’ 140’ DL 115’ 390’ DL 250’ Prospect Rd Access Eastbound Left Westbound Right DNE DNE - - - - 25’ 25’ 165’ 450’ DNE = Does Not Exist; C = Continuous;Blue Text = Recommendation All queues are anticipated to remain within the existing or recommended turn lane lengths through 2045 with exception of the southbound right turn lane which may need to be extended from 150 feet to 225 feet. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 34 5.4 Turn Bay Length Analysis The Larimer County Urban Area Street Standards (LCUASS) were utilized to determine if turn lanes are warranted at the project access. Based on the calculations presented in attached Figure 8-1 from LCUASS, the eastbound approach of the Prospect Road access intersection meets the left turn criteria for implementation of a left turn lane. According to LCUASS Figure 8-2, the eastbound left turn lane should be designed with 270 feet of length (195 feet of deceleration and 75 feet of storage) and a 180-foot taper. However, the roadway plans show a 165-foot eastbound left turn lane, and the reported queue is one (1) vehicle. According to LCUASS Figure 8-4 which provides guidelines for implementation of right turn lanes, a westbound right turn lane is not required at the Prospect Road access intersection with the construction of this project. However, with the full development of Gateway, a westbound right turn lane is warranted. According to LCUASS Figure 8-5, the westbound right turn lane should be designed with 145 feet of length and a 180-foot taper. However, the roadway plans show a 450- foot westbound right turn lane when Prospect Road is widened to four-lanes. In addition, the same figures were used to determine the additional turn lane lengths that were not identified in the Prospect Road widening plans. The Frontage Road turn lane lengths are based on a posted speed limit of 30 miles per hour whereas the Prospect Road turn lane lengths are based on a posed speed limit of 45 miles per hour. The LCUASS turn lane evaluation figures and calculations are included in Appendix H. 5.5 Bicycle and Pedestrian Access As discussed with the City, a bicycle and pedestrian grade separation along Prospect Road is desired by the City. This is planned to be constructed with the development of this project to connect a future public multi-use trail along the east side of the development and pass under Prospect Road. There are currently no sidewalks on either side of Prospect Road fronting the project. However, with the construction of this development, sidewalk will be provided along both sides of the project’s access along Prospect Road. With full construction of Gateway at Prospect, future pedestrian connectivity between land uses within the mixed-use development and to the external street network will be provided. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 35 There are currently no bus transit routes associated with Fort Collin’s Transfort public transportation. However, the City of Fort Collin’s Transit Master Plan identifies a Park-n-Ride near the Frontage Road and Prospect Road intersection. The Park-n-Ride will serve a local bus route into the downtown Fort Collins area. 5.6 Improvement Summary Based on the results of the intersection operational and vehicle queuing analysis, the key intersection recommended improvements and control are shown in Figure 12 for the short-term 2024 horizon and Figure 13 for the long-term 2045 horizon. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 38 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Horn believes Gateway at Prospect will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project development, and expected traffic volumes resulted in the following recommendations: 2024 Short-Term Recommendations · With completion of this Gateway at Prospect project, the Street B intersection along Prospect Road is proposed as a temporary right-in/right-out only access. This is due to the anticipation that Prospect Road will soon thereafter be reconstructed to a five-lane roadway through this intersection. It is the City’s desire to not provide left turn improvements that would need to be removed sometime in the near future when the roadway is completely rebuilt. Traffic wishing to turn left into the project along eastbound Prospect Road until the Prospect Road/Street B intersection is improved to a three-quarter movement access (left in allowed but left out restricted), they will be able to turn left at the SW Frontage Road intersection to access Street E which will be constructed along SW Frontage Road. At the Prospect Road/Street B intersection, it is recommended that a R1-1 “STOP” sign and a R3-2 “No Left Turn” sign placed below the R1-1 sign be installed on the southbound approach exiting the development. Likewise, a R3-2 “No Left Turn” sign is recommended to be placed on the northeast corner of the Prospect Road/Street B intersection to identify the temporary left turn entrance restriction as well until a median is constructed along Prospect Road. The Frontage Road access, Street E, will be constructed by the development and connect to the Frontage Road approximately 700 feet north of the Prospect Road / Frontage Road intersection. If this will operate with two- way stop control, a R1-1 “STOP” sign is recommended on the Street E approach to SW Frontage Road. It is understood that this intersection may ultimately be a roundabout. · The intersection of Prospect Road and Timberline Road will likely need improvements with or without the addition of project traffic to operate with acceptable level of service. It was found that triple northbound left turn lanes would provide the most benefit to the operations of the intersection and could be explored by the City of Fort Collins to mitigate the high delays for the 706 vehicles per hour projected in the northbound left turn during the peak hour. If these are implemented, three receiving westbound through lanes would be needed along Prospect Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 39 Road. This would require improvements of the rail crossing of Prospect Road to the west of Timberline Road as well as a possible Timberline Road bride widening over the creek to the south of Prospect Road. Therefore, this is a more complex improvement that may need further study which the City should carefully consider at this intersection as future traffic volumes occur. It is believed that some traffic will reroute and divert on the street network to other intersections as delays increase. Of note, the project does not contribute to this movement. 2045 Long-Term Recommendations · By 2045, the Prospect Road widening project will be completed to provide two through lanes in each direction between Sharp Point Drive and I-25. When Prospect Road widens to a four- lane roadway, the project access will be opened to three-quarter movements with an eastbound left turn lane constructed. It is anticipated that the Prospect Road improvements will actually occur within the next five-year horizon. Therefore, the long-term horizon analyzes the access with three-quarter movements. The R3-2 No Left Turn sign installed on the northeast corner of the Prospect Road and Street B intersection for the temporary eastbound left turn restriction should be removed. Further, a R6-1R “ONE WAY” sign could be placed within the future raised median island along Prospect Road to further identify the southbound approach to right turn movements only. The eastbound left turn lane is recommended to provide a length of 165 feet while the westbound right turn lane is recommended to provide a length of 450 feet to match the 30 percent roadway design plans for Prospect Road. · If 2045 traffic volumes are realized, the intersection of Prospect Road and Timberline Road may need further improvements. These improvements could include dual eastbound left turn lanes, three eastbound and westbound through lanes, and right turn overlap phasing for the westbound and southbound right turn movements. · At the Prospect Road and Summit View Drive intersection, the existing 150-foot southbound right turn lane may need to be extended to 225 feet if future projected traffic volumes are realized. · With completion of the Prospect Road widening, two eastbound and westbound through lanes will be provided at the SW Frontage Road intersection. In addition, separate eastbound and westbound right turn lanes will be provided with the widening improvement project. The Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect Page 40 northbound and southbound SW Frontage Road approaches are anticipated to provide dual left turn lanes, a through lane, and a right turn lane. The dual southbound left turn lanes are recommended to provide a length of 390 feet while the southbound right turn lane is recommended to provide a length of 250 feet to meet LCUASS turn lane guidelines. General Recommendations · Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the City of Fort Collins and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDICES Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDIX A Base Assumption Form North:Project Boundary South:Prospect Road East:West:Timberline Road Short Range: 2024 Long Range: 2045 Sat: N/A Passby: Overall Trip Distribution Mode Split Assumptions Date: Local Entity Engineering: Attachement A Transportation Impact Study Base Assumptions SW Frontage Road Gateway at Prospect North side of Prospect Road between Summit View Dr & SW Frontage Rd Project Information Type of Study Memorandum: Study Area Bounderies Include bike and pedestrian grade separation of Prospect Road in the bicycle/pedestrian analysis Areas Requiring Special Study 2. Prospect Rd/Summit View Dr 3. Prospect Rd/SW Frontage Rd 4. Prospect Rd Access 5 6 7 8 N/A PM: 4:00-6:00AM: 7:00-9:00 Study Years Trip Adjustment Factors Future Traffic Growth Rate 10/14/2022 Curtis D. Rowe, P.E., PTOETraffic Engineering: Project Name Project Location Full: X None Gateway at Prospect Overall ODP TIS Committed Roadway Improvements Other Traffic Studies Captive Market: N/A SEE ATTACHED 2% Annual Growth Rate TIS Assumptions N/A - ITE Trip Generation all Vehicles Study Intersections 1. Prospect Rd/Timberline Rd Time Period for Study Trip Generation Rates SEE ATTACHED ITE CALCULATION SHEETS Project Gateway at Prospect Subject Trip Generation for Multifamily Housing (Low-Rise) Designed by CDR Date October 10, 2022 Job No. Checked by Date Sheet No.of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Multifamily Housing (Low-Rise) (220) Independent Variable - Dwelling Units (X) X = 276 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (200 Series Page 255) Average Weekday Directional Distribution:24%ent. 76%exit. (T) = 0.40 (X)T =110 Average Vehicle Trip Ends (T) = 0.40 *(276.0)26 entering 84 exiting 26 +84 =110 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (200 Series Page 256) Average Weekday Directional Distribution:63%ent. 37%exit. (T) = 0.51(X)T =141 Average Vehicle Trip Ends (T) = 0.51 *(276.0)89 entering 52 exiting 89 +52 =141 Weekday (200 Series Page 254) Average Weekday Directional Distribution: 50% entering, 50% exiting (T) = 6.74 (X)T =1862 Average Vehicle Trip Ends (T) = 6.74 *(276.0)931 entering 931 exiting 931 +931 =1862 Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDIX B Intersection Count Sheets File Name : Prospect and Timberline AM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 1 Fort Collins, CO Gateway at Prospect AM Peak Prospect Rd and Timberline Rd Groups Printed- Automobiles - Bicycles/Pedestrians Prospect Rd Eastbound Prospect Rd Westbound Timberline Rd Northbound Timberline Rd Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 17 149 59 0 225 50 115 6 3 174 82 89 43 0 214 10 83 24 0 117 730 07:15 AM 24 135 88 0 247 68 202 4 0 274 136 102 52 0 290 19 157 21 0 197 1008 07:30 AM 15 162 120 1 298 79 211 5 2 297 202 143 84 1 430 19 136 32 0 187 1212 07:45 AM 22 186 145 0 353 95 198 10 2 305 217 176 89 0 482 25 144 36 1 206 1346 Total 78 632 412 1 1123 292 726 25 7 1050 637 510 268 1 1416 73 520 113 1 707 4296 08:00 AM 19 177 129 1 326 77 203 14 1 295 132 103 84 1 320 26 181 30 0 237 1178 08:15 AM 23 163 95 1 282 87 204 9 4 304 141 93 65 0 299 17 136 17 2 172 1057 08:30 AM 22 145 127 0 294 79 220 11 2 312 135 115 61 0 311 12 153 28 1 194 1111 08:45 AM 20 124 123 1 268 78 195 10 0 283 189 111 63 0 363 14 174 28 2 218 1132 Total 84 609 474 3 1170 321 822 44 7 1194 597 422 273 1 1293 69 644 103 5 821 4478 Grand Total 162 1241 886 4 2293 613 1548 69 14 2244 1234 932 541 2 2709 142 1164 216 6 1528 8774 Apprch %7.1 54.1 38.6 0.2 27.3 69 3.1 0.6 45.6 34.4 20 0.1 9.3 76.2 14.1 0.4 Total %1.8 14.1 10.1 0 26.1 7 17.6 0.8 0.2 25.6 14.1 10.6 6.2 0 30.9 1.6 13.3 2.5 0.1 17.4 Automobiles 162 1241 886 0 2289 613 1548 69 0 2230 1234 930 540 0 2704 142 1163 215 0 1520 8743 % Automobiles 100 100 100 0 99.8 100 100 100 0 99.4 100 99.8 99.8 0 99.8 100 99.9 99.5 0 99.5 99.6 Bicycles/Pedestrians 0 0 0 4 4 0 0 0 14 14 0 2 1 2 5 0 1 1 6 8 31 % Bicycles/Pedestrian s 0 0 0 100 0.2 0 0 0 100 0.6 0 0.2 0.2 100 0.2 0 0.1 0.5 100 0.5 0.4 File Name : Prospect and Timberline AM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 2 Fort Collins, CO Gateway at Prospect AM Peak Prospect Rd and Timberline Rd Timberline Rd Prospect Rd Prospect Rd Timberline Rd Right 215 1 216 Thru 1163 1 1164 Left 142 0 142 Peds 0 6 6 InOut Total 1161 1520 2681 2 8 10 1163 2691 1528 Right69 0 69 Thru1548 0 1548 Left613 0 613 Peds0 14 14 OutTotalIn1923 2230 4153 1 14 15 1924 4168 2244 Left 1234 0 1234 Thru 930 2 932 Right 540 1 541 Peds 0 2 2 Out TotalIn 2662 2704 5366 1 5 6 2663 5372 2709 Left162 0 162 Thru1241 0 1241 Right886 0 886 Peds0 4 4 TotalOutIn2997 2289 5286 1 4 5 2998 5291 2293 10/19/2022 07:00 AM 10/19/2022 08:45 AM Automobiles Bicycles/Pedestrians North File Name : Prospect and Timberline AM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 3 Fort Collins, CO Gateway at Prospect AM Peak Prospect Rd and Timberline Rd Prospect Rd Eastbound Prospect Rd Westbound Timberline Rd Northbound Timberline Rd Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 15 162 120 1 298 79 211 5 2 297 202 143 84 1 430 19 136 32 0 187 1212 07:45 AM 22 186 145 0 353 95 198 10 2 305 217 176 89 0 482 25 144 36 1 206 1346 08:00 AM 19 177 129 1 326 77 203 14 1 295 132 103 84 1 320 26 181 30 0 237 1178 08:15 AM 23 163 95 1 282 87 204 9 4 304 141 93 65 0 299 17 136 17 2 172 1057 Total Volume 79 688 489 3 1259 338 816 38 9 1201 692 515 322 2 1531 87 597 115 3 802 4793 % App. Total 6.3 54.6 38.8 0.2 28.1 67.9 3.2 0.7 45.2 33.6 21 0.1 10.8 74.4 14.3 0.4 PHF .859 .925 .843 .750 .892 .889 .967 .679 .563 .984 .797 .732 .904 .500 .794 .837 .825 .799 .375 .846 .890 Timberline Rd Prospect Rd Prospect Rd Timberline Rd Right 115 Thru 597 Left 87 Peds 3 InOut Total 632 802 1434 Right38 Thru816 Left338 Peds9 OutTotalIn1097 1201 2298 Left 692 Thru 515 Right 322 Peds 2 Out TotalIn 1424 1531 2955 Left79 Thru688 Right489 Peds3 TotalOutIn1623 1259 2882 Peak Hour Begins at 07:30 AM Automobiles Bicycles/Pedestrians Peak Hour Data North File Name : Prospect and Timberline PM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 1 Fort Collins, CO Gateway at Prospect PM Peak Prospect Rd and Timberline Rd Groups Printed- Automobiles - Bicycles/Pedestrians Prospect Rd Eastbound Prospect Rd Westbound Timberline Rd Northbound Timberline Rd Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 04:00 PM 29 171 183 2 385 124 208 17 1 350 130 204 91 2 427 16 158 25 1 200 1362 04:15 PM 32 199 165 0 396 118 234 9 1 362 138 190 72 3 403 9 123 27 1 160 1321 04:30 PM 31 197 176 0 404 112 184 13 1 310 162 203 73 4 442 5 148 22 0 175 1331 04:45 PM 26 188 192 0 406 104 198 14 1 317 136 187 79 5 407 20 126 33 0 179 1309 Total 118 755 716 2 1591 458 824 53 4 1339 566 784 315 14 1679 50 555 107 2 714 5323 05:00 PM 36 175 199 2 412 122 248 13 0 383 141 194 85 4 424 10 143 34 1 188 1407 05:15 PM 37 201 218 2 458 101 225 15 0 341 136 177 73 4 390 6 140 23 1 170 1359 05:30 PM 25 168 185 1 379 76 147 6 4 233 143 174 74 1 392 14 161 32 1 208 1212 05:45 PM 25 145 186 0 356 72 155 2 2 231 139 135 61 5 340 13 114 32 0 159 1086 Total 123 689 788 5 1605 371 775 36 6 1188 559 680 293 14 1546 43 558 121 3 725 5064 Grand Total 241 1444 1504 7 3196 829 1599 89 10 2527 1125 1464 608 28 3225 93 1113 228 5 1439 10387 Apprch %7.5 45.2 47.1 0.2 32.8 63.3 3.5 0.4 34.9 45.4 18.9 0.9 6.5 77.3 15.8 0.3 Total %2.3 13.9 14.5 0.1 30.8 8 15.4 0.9 0.1 24.3 10.8 14.1 5.9 0.3 31 0.9 10.7 2.2 0 13.9 Automobiles 241 1444 1504 0 3189 829 1599 89 0 2517 1125 1464 607 0 3196 93 1111 227 0 1431 10333 % Automobiles 100 100 100 0 99.8 100 100 100 0 99.6 100 100 99. 0 99.1 100 99. 99. 0 99.4 99.5 Bicycles/Pedestrians 0 0 0 7 7 0 0 0 10 10 0 0 1 28 29 0 2 1 5 8 54 % Bicycles/Pedestrian s 0 0 0 100 0.2 0 0 0 100 0.4 0 0 0.2 100 0.9 0 0.2 0.4 100 0.6 0.5 File Name : Prospect and Timberline PM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 2 Fort Collins, CO Gateway at Prospect PM Peak Prospect Rd and Timberline Rd Timberline Rd Prospect Rd Prospect Rd Timberline Rd Right 227 1 228 Thru 1111 2 1113 Left 93 0 93 Peds 0 5 5 InOut Total 1794 1431 3225 0 8 8 1794 3233 1439 Right89 0 89 Thru1599 0 1599 Left829 0 829 Peds0 10 10 OutTotalIn2144 2517 4661 1 10 11 2145 4672 2527 Left 1125 0 1125 Thru 1464 0 1464 Right 607 1 608 Peds 0 28 28 Out TotalIn 3444 3196 6640 2 29 31 3446 6671 3225 Left241 0 241 Thru1444 0 1444 Right1504 0 1504 Peds0 7 7 TotalOutIn2951 3189 6140 1 7 8 2952 6148 3196 10/19/2022 04:00 PM 10/19/2022 05:45 PM Automobiles Bicycles/Pedestrians North File Name : Prospect and Timberline PM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 3 Fort Collins, CO Gateway at Prospect PM Peak Prospect Rd and Timberline Rd Prospect Rd Eastbound Prospect Rd Westbound Timberline Rd Northbound Timberline Rd Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 31 197 176 0 404 112 184 13 1 310 162 203 73 4 442 5 148 22 0 175 1331 04:45 PM 26 188 192 0 406 104 198 14 1 317 136 187 79 5 407 20 126 33 0 179 1309 05:00 PM 36 175 199 2 412 122 248 13 0 383 141 194 85 4 424 10 143 34 1 188 1407 05:15 PM 37 201 218 2 458 101 225 15 0 341 136 177 73 4 390 6 140 23 1 170 1359 Total Volume 130 761 785 4 1680 439 855 55 2 1351 575 761 310 17 1663 41 557 112 2 712 5406 % App. Total 7.7 45.3 46.7 0.2 32.5 63.3 4.1 0.1 34.6 45.8 18.6 1 5.8 78.2 15.7 0.3 PHF .878 .947 .900 .500 .917 .900 .862 .917 .500 .882 .887 .937 .912 .850 .941 .513 .941 .824 .500 .947 .961 Timberline Rd Prospect Rd Prospect Rd Timberline Rd Right 112 Thru 557 Left 41 Peds 2 InOut Total 946 712 1658 Right55 Thru855 Left439 Peds2 OutTotalIn1112 1351 2463 Left 575 Thru 761 Right 310 Peds 17 Out TotalIn 1781 1663 3444 Left130 Thru761 Right785 Peds4 TotalOutIn1542 1680 3222 Peak Hour Begins at 04:30 PM Automobiles Bicycles/Pedestrians Peak Hour Data North File Name : Prospect and Summit View AM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 1 Fort Collins, CO Gateway at Prospect AM Peak Prospect Rd and Summit View Dr Groups Printed- Automobiles - Bicycles/Pedestrians Prospect Rd Eastbound Prospect Rd Westbound Driveway Northbound Summit View Dr Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 4 161 1 0 166 0 302 7 0 309 0 0 0 0 0 5 2 8 0 15 490 07:15 AM 4 172 2 0 178 2 313 3 0 318 0 0 0 0 0 11 0 21 0 32 528 07:30 AM 11 173 2 0 186 1 321 6 0 328 0 0 0 0 0 11 0 26 0 37 551 07:45 AM 17 196 3 0 216 0 316 11 0 327 0 0 0 0 0 7 1 23 0 31 574 Total 36 702 8 0 746 3 1252 27 0 1282 0 0 0 0 0 34 3 78 0 115 2143 08:00 AM 14 174 3 0 191 2 304 5 0 311 0 0 0 0 0 3 4 23 0 30 532 08:15 AM 7 135 1 0 143 0 275 8 0 283 0 0 0 0 0 4 4 17 0 25 451 08:30 AM 7 139 0 0 146 2 294 9 0 305 0 0 0 0 0 4 0 17 0 21 472 08:45 AM 7 136 3 0 146 1 298 9 0 308 0 0 0 0 0 9 2 19 0 30 484 Total 35 584 7 0 626 5 1171 31 0 1207 0 0 0 0 0 20 10 76 0 106 1939 Grand Total 71 1286 15 0 1372 8 2423 58 0 2489 0 0 0 0 0 54 13 154 0 221 4082 Apprch %5.2 93.7 1.1 0 0.3 97.3 2.3 0 0 0 0 0 24.4 5.9 69.7 0 Total %1.7 31.5 0.4 0 33.6 0.2 59.4 1.4 0 61 0 0 0 0 0 1.3 0.3 3.8 0 5.4 Automobiles 71 1286 15 0 1372 8 2423 58 0 2489 0 0 0 0 0 53 13 154 0 220 4081 % Automobiles 100 100 100 0 100 100 100 100 0 100 0 0 0 0 0 98.1 100 100 0 99.5 100 Bicycles/Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 % Bicycles/Pedestrian s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.9 0 0 0 0.5 0 File Name : Prospect and Summit View AM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 2 Fort Collins, CO Gateway at Prospect AM Peak Prospect Rd and Summit View Dr Summit View Dr Prospect Rd Prospect Rd Driveway Right 154 0 154 Thru 13 0 13 Left 53 1 54 Peds 0 0 0 InOut Total 129 220 349 0 1 1 129 350 221 Right58 0 58 Thru2423 0 2423 Left8 0 8 Peds0 0 0 OutTotalIn1339 2489 3828 1 0 1 1340 3829 2489 Left 0 0 0 Thru 0 0 0 Right 0 0 0 Peds 0 0 0 Out TotalIn 36 0 36 0 0 0 36 36 0 Left71 0 71 Thru1286 0 1286 Right15 0 15 Peds0 0 0 TotalOutIn2577 1372 3949 0 0 0 2577 3949 1372 10/19/2022 07:00 AM 10/19/2022 08:45 AM Automobiles Bicycles/Pedestrians North File Name : Prospect and Summit View AM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 3 Fort Collins, CO Gateway at Prospect AM Peak Prospect Rd and Summit View Dr Prospect Rd Eastbound Prospect Rd Westbound Driveway Northbound Summit View Dr Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 4 172 2 0 178 2 313 3 0 318 0 0 0 0 0 11 0 21 0 32 528 07:30 AM 11 173 2 0 186 1 321 6 0 328 0 0 0 0 0 11 0 26 0 37 551 07:45 AM 17 196 3 0 216 0 316 11 0 327 0 0 0 0 0 7 1 23 0 31 574 08:00 AM 14 174 3 0 191 2 304 5 0 311 0 0 0 0 0 3 4 23 0 30 532 Total Volume 46 715 10 0 771 5 1254 25 0 1284 0 0 0 0 0 32 5 93 0 130 2185 % App. Total 6 92.7 1.3 0 0.4 97.7 1.9 0 0 0 0 0 24.6 3.8 71.5 0 PHF .676 .912 .833 .000 .892 .625 .977 .568 .000 .979 .000 .000 .000 .000 .000 .727 .313 .894 .000 .878 .952 Summit View Dr Prospect Rd Prospect Rd Driveway Right 93 Thru 5 Left 32 Peds 0 InOut Total 71 130 201 Right25 Thru1254 Left5 Peds0 OutTotalIn747 1284 2031 Left 0 Thru 0 Right 0 Peds 0 Out TotalIn 20 0 20 Left46 Thru715 Right10 Peds0 TotalOutIn1347 771 2118 Peak Hour Begins at 07:15 AM Automobiles Bicycles/Pedestrians Peak Hour Data North File Name : Prospect and Summit View PM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 1 Fort Collins, CO Gateway at Prospect PM Peak Prospect Rd and Summit View Dr Groups Printed- Automobiles - Bicycles/Pedestrians Prospect Rd Eastbound Prospect Rd Westbound Driveway Northbound Summit View Dr Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 04:00 PM 20 292 0 0 312 0 241 13 0 254 0 0 0 0 0 7 1 23 0 31 597 04:15 PM 21 288 4 0 313 1 246 15 0 262 0 0 0 0 0 5 0 11 0 16 591 04:30 PM 17 309 3 0 329 1 195 11 0 207 0 0 0 0 0 2 0 24 0 26 562 04:45 PM 15 279 2 0 296 0 220 13 0 233 0 0 0 0 0 5 0 15 0 20 549 Total 73 1168 9 0 1250 2 902 52 0 956 0 0 0 0 0 19 1 73 0 93 2299 05:00 PM 22 338 0 0 360 0 246 14 0 260 0 0 0 0 0 5 0 18 0 23 643 05:15 PM 16 290 0 0 306 0 233 7 0 240 1 0 0 0 1 11 0 15 0 26 573 05:30 PM 9 260 0 0 269 0 182 8 0 190 0 0 0 0 0 4 0 12 0 16 475 05:45 PM 12 211 0 0 223 0 175 10 0 185 0 0 0 0 0 2 0 17 0 19 427 Total 59 1099 0 0 1158 0 836 39 0 875 1 0 0 0 1 22 0 62 0 84 2118 Grand Total 132 2267 9 0 2408 2 1738 91 0 1831 1 0 0 0 1 41 1 135 0 177 4417 Apprch %5.5 94.1 0.4 0 0.1 94.9 5 0 100 0 0 0 23.2 0.6 76.3 0 Total %3 51.3 0.2 0 54.5 0 39.3 2.1 0 41.5 0 0 0 0 0 0.9 0 3.1 0 4 Automobiles 132 2263 9 0 2404 2 1737 91 0 1830 1 0 0 0 1 41 1 135 0 177 4412 % Automobiles 100 99.8 100 0 99.8 100 99.9 100 0 99.9 100 0 0 0 100 100 100 100 0 100 99.9 Bicycles/Pedestrians 0 4 0 0 4 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 5 % Bicycles/Pedestrian s 0 0.2 0 0 0.2 0 0.1 0 0 0.1 0 0 0 0 0 0 0 0 0 0 0.1 File Name : Prospect and Summit View PM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 2 Fort Collins, CO Gateway at Prospect PM Peak Prospect Rd and Summit View Dr Summit View Dr Prospect Rd Prospect Rd Driveway Right 135 0 135 Thru 1 0 1 Left 41 0 41 Peds 0 0 0 InOut Total 223 177 400 0 0 0 223 400 177 Right91 0 91 Thru1737 1 1738 Left2 0 2 Peds0 0 0 OutTotalIn2304 1830 4134 4 1 5 2308 4139 1831 Left 1 0 1 Thru 0 0 0 Right 0 0 0 Peds 0 0 0 Out TotalIn 12 1 13 0 0 0 12 13 1 Left132 0 132 Thru2263 4 2267 Right9 0 9 Peds0 0 0 TotalOutIn1873 2404 4277 1 4 5 1874 4282 2408 10/19/2022 04:00 PM 10/19/2022 05:45 PM Automobiles Bicycles/Pedestrians North File Name : Prospect and Summit View PM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 3 Fort Collins, CO Gateway at Prospect PM Peak Prospect Rd and Summit View Dr Prospect Rd Eastbound Prospect Rd Westbound Driveway Northbound Summit View Dr Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 21 288 4 0 313 1 246 15 0 262 0 0 0 0 0 5 0 11 0 16 591 04:30 PM 17 309 3 0 329 1 195 11 0 207 0 0 0 0 0 2 0 24 0 26 562 04:45 PM 15 279 2 0 296 0 220 13 0 233 0 0 0 0 0 5 0 15 0 20 549 05:00 PM 22 338 0 0 360 0 246 14 0 260 0 0 0 0 0 5 0 18 0 23 643 Total Volume 75 1214 9 0 1298 2 907 53 0 962 0 0 0 0 0 17 0 68 0 85 2345 % App. Total 5.8 93.5 0.7 0 0.2 94.3 5.5 0 0 0 0 0 20 0 80 0 PHF .852 .898 .563 .000 .901 .500 .922 .883 .000 .918 .000 .000 .000 .000 .000 .850 .000 .708 .000 .817 .912 Summit View Dr Prospect Rd Prospect Rd Driveway Right 68 Thru 0 Left 17 Peds 0 InOut Total 128 85 213 Right53 Thru907 Left2 Peds0 OutTotalIn1231 962 2193 Left 0 Thru 0 Right 0 Peds 0 Out TotalIn 11 0 11 Left75 Thru1214 Right9 Peds0 TotalOutIn975 1298 2273 Peak Hour Begins at 04:15 PM Automobiles Bicycles/Pedestrians Peak Hour Data North File Name : Prospect and Frontage AM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 1 Fort Collins, CO Gateway at Prospect AM Peak Prospect Rd and SW Frontage Rd Groups Printed- Automobiles - Bicycles/Pedestrians Prospect Rd Eastbound Prospect Rd Westbound SW Frontage Rd Northbound SW Frontage Rd Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 9 146 1 0 156 1 237 10 0 248 2 0 1 0 3 0 0 6 0 6 413 07:15 AM 6 175 2 0 183 2 311 10 0 323 0 0 1 0 1 2 0 8 0 10 517 07:30 AM 16 170 0 0 186 4 331 3 0 338 2 0 1 0 3 1 0 13 0 14 541 07:45 AM 4 202 1 0 207 4 302 8 0 314 4 0 3 0 7 3 0 15 0 18 546 Total 35 693 4 0 732 11 1181 31 0 1223 8 0 6 0 14 6 0 42 0 48 2017 08:00 AM 6 159 0 0 165 2 286 7 0 295 4 1 2 0 7 3 0 7 0 10 477 08:15 AM 10 138 0 0 148 4 254 9 0 267 2 0 5 0 7 5 0 8 0 13 435 08:30 AM 8 -875 0 0 -867 4 291 5 0 300 2 0 3 0 5 2 0 13 0 15 -547 08:45 AM 8 1150 1 0 1159 3 298 4 0 305 0 0 0 0 0 5 0 9 0 14 1478 Total 32 572 1 0 605 13 1129 25 0 1167 8 1 10 0 19 15 0 37 0 52 1843 Grand Total 67 1265 5 0 1337 24 2310 56 0 2390 16 1 16 0 33 21 0 79 0 100 3860 Apprch %5 94.6 0.4 0 1 96.7 2.3 0 48.5 3 48.5 0 21 0 79 0 Total %1.7 32.8 0.1 0 34.6 0.6 59.8 1.5 0 61.9 0.4 0 0.4 0 0.9 0.5 0 2 0 2.6 Automobiles 67 1264 5 0 1336 24 2310 56 0 2390 16 1 16 0 33 21 0 79 0 100 3859 % Automobiles 100 99.9 100 0 99.9 100 100 100 0 100 100 100 100 0 100 100 0 100 0 100 100 Bicycles/Pedestrians 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Bicycles/Pedestrian s 0 0.1 0 0 0.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 File Name : Prospect and Frontage AM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 2 Fort Collins, CO Gateway at Prospect AM Peak Prospect Rd and SW Frontage Rd SW Frontage Rd Prospect Rd Prospect Rd SW Frontage Rd Right 79 0 79 Thru 0 0 0 Left 21 0 21 Peds 0 0 0 InOut Total 124 100 224 0 0 0 124 224 100 Right56 0 56 Thru2310 0 2310 Left24 0 24 Peds0 0 0 OutTotalIn1301 2390 3691 1 0 1 1302 3692 2390 Left 16 0 16 Thru 1 0 1 Right 16 0 16 Peds 0 0 0 Out TotalIn 29 33 62 0 0 0 29 62 33 Left67 0 67 Thru1264 1 1265 Right5 0 5 Peds0 0 0 TotalOutIn2405 1336 3741 0 1 1 2405 3742 1337 10/19/2022 07:00 AM 10/19/2022 08:45 AM Automobiles Bicycles/Pedestrians North File Name : Prospect and Frontage AM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 3 Fort Collins, CO Gateway at Prospect AM Peak Prospect Rd and SW Frontage Rd Prospect Rd Eastbound Prospect Rd Westbound SW Frontage Rd Northbound SW Frontage Rd Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 6 175 2 0 183 2 311 10 0 323 0 0 1 0 1 2 0 8 0 10 517 07:30 AM 16 170 0 0 186 4 331 3 0 338 2 0 1 0 3 1 0 13 0 14 541 07:45 AM 4 202 1 0 207 4 302 8 0 314 4 0 3 0 7 3 0 15 0 18 546 08:00 AM 6 159 0 0 165 2 286 7 0 295 4 1 2 0 7 3 0 7 0 10 477 Total Volume 32 706 3 0 741 12 1230 28 0 1270 10 1 7 0 18 9 0 43 0 52 2081 % App. Total 4.3 95.3 0.4 0 0.9 96.9 2.2 0 55.6 5.6 38.9 0 17.3 0 82.7 0 PHF .500 .874 .375 .000 .895 .750 .929 .700 .000 .939 .625 .250 .583 .000 .643 .750 .000 .717 .000 .722 .953 SW Frontage Rd Prospect Rd Prospect Rd SW Frontage Rd Right 43 Thru 0 Left 9 Peds 0 InOut Total 61 52 113 Right28 Thru1230 Left12 Peds0 OutTotalIn722 1270 1992 Left 10 Thru 1 Right 7 Peds 0 Out TotalIn 15 18 33 Left32 Thru706 Right3 Peds0 TotalOutIn1283 741 2024 Peak Hour Begins at 07:15 AM Automobiles Bicycles/Pedestrians Peak Hour Data North File Name : Prospect and Frontage PM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 1 Fort Collins, CO Gateway at Prospect PM Peak Prospect Rd and SW Frontage Rd Groups Printed- Automobiles - Bicycles/Pedestrians Prospect Rd Eastbound Prospect Rd Westbound SW Frontage Rd Northbound SW Frontage Rd Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 04:00 PM 9 285 2 0 296 4 209 4 0 217 2 0 5 0 7 10 0 33 0 43 563 04:15 PM 7 286 2 0 295 3 243 6 0 252 1 0 2 0 3 6 0 17 0 23 573 04:30 PM 3 303 0 0 306 4 184 4 0 192 3 0 5 0 8 13 0 16 0 29 535 04:45 PM 9 285 0 0 294 1 213 3 0 217 1 0 4 0 5 2 0 11 0 13 529 Total 28 1159 4 0 1191 12 849 17 0 878 7 0 16 0 23 31 0 77 0 108 2200 05:00 PM 8 322 0 0 330 4 226 5 0 235 2 0 2 0 4 2 1 27 0 30 599 05:15 PM 8 305 0 0 313 2 228 4 0 234 0 0 1 0 1 10 0 12 0 22 570 05:30 PM 5 264 1 0 270 3 173 2 0 178 1 0 2 0 3 7 0 12 0 19 470 05:45 PM 7 208 1 0 216 4 169 5 0 178 1 0 3 0 4 3 0 14 0 17 415 Total 28 1099 2 0 1129 13 796 16 0 825 4 0 8 0 12 22 1 65 0 88 2054 Grand Total 56 2258 6 0 2320 25 1645 33 0 1703 11 0 24 0 35 53 1 142 0 196 4254 Apprch %2.4 97.3 0.3 0 1.5 96.6 1.9 0 31.4 0 68.6 0 27 0.5 72.4 0 Total %1.3 53.1 0.1 0 54.5 0.6 38.7 0.8 0 40 0.3 0 0.6 0 0.8 1.2 0 3.3 0 4.6 Automobiles 56 2253 6 0 2315 25 1644 33 0 1702 11 0 24 0 35 53 1 142 0 196 4248 % Automobiles 100 99.8 100 0 99.8 100 99.9 100 0 99.9 100 0 100 0 100 100 100 100 0 100 99.9 Bicycles/Pedestrians 0 5 0 0 5 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 6 % Bicycles/Pedestrian s 0 0.2 0 0 0.2 0 0.1 0 0 0.1 0 0 0 0 0 0 0 0 0 0 0.1 File Name : Prospect and Frontage PM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 2 Fort Collins, CO Gateway at Prospect PM Peak Prospect Rd and SW Frontage Rd SW Frontage Rd Prospect Rd Prospect Rd SW Frontage Rd Right 142 0 142 Thru 1 0 1 Left 53 0 53 Peds 0 0 0 InOut Total 89 196 285 0 0 0 89 285 196 Right33 0 33 Thru1644 1 1645 Left25 0 25 Peds0 0 0 OutTotalIn2330 1702 4032 5 1 6 2335 4038 1703 Left 11 0 11 Thru 0 0 0 Right 24 0 24 Peds 0 0 0 Out TotalIn 32 35 67 0 0 0 32 67 35 Left56 0 56 Thru2253 5 2258 Right6 0 6 Peds0 0 0 TotalOutIn1797 2315 4112 1 5 6 1798 4118 2320 10/19/2022 04:00 PM 10/19/2022 05:45 PM Automobiles Bicycles/Pedestrians North File Name : Prospect and Frontage PM Site Code : IPO 628 Start Date : 10/19/2022 Page No : 3 Fort Collins, CO Gateway at Prospect PM Peak Prospect Rd and SW Frontage Rd Prospect Rd Eastbound Prospect Rd Westbound SW Frontage Rd Northbound SW Frontage Rd Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 7 286 2 0 295 3 243 6 0 252 1 0 2 0 3 6 0 17 0 23 573 04:30 PM 3 303 0 0 306 4 184 4 0 192 3 0 5 0 8 13 0 16 0 29 535 04:45 PM 9 285 0 0 294 1 213 3 0 217 1 0 4 0 5 2 0 11 0 13 529 05:00 PM 8 322 0 0 330 4 226 5 0 235 2 0 2 0 4 2 1 27 0 30 599 Total Volume 27 1196 2 0 1225 12 866 18 0 896 7 0 13 0 20 23 1 71 0 95 2236 % App. Total 2.2 97.6 0.2 0 1.3 96.7 2 0 35 0 65 0 24.2 1.1 74.7 0 PHF .750 .929 .250 .000 .928 .750 .891 .750 .000 .889 .583 .000 .650 .000 .625 .442 .250 .657 .000 .792 .933 SW Frontage Rd Prospect Rd Prospect Rd SW Frontage Rd Right 71 Thru 1 Left 23 Peds 0 InOut Total 45 95 140 Right18 Thru866 Left12 Peds0 OutTotalIn1232 896 2128 Left 7 Thru 0 Right 13 Peds 0 Out TotalIn 15 20 35 Left27 Thru1196 Right2 Peds0 TotalOutIn944 1225 2169 Peak Hour Begins at 04:15 PM Automobiles Bicycles/Pedestrians Peak Hour Data North Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDIX C Original Traffic Study Excerpts SCALE: 1"=500' SITE PLAN Figure 5 DELICH ASSOCIATES Gateway at Prospect TIS, April 2016 Page 11Access AAccess B Access C Access F Access E Access GAccess D Access H DELICH Gateway at Prospect TIS, April 2016 ASSOCIATES Page 12 TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out Phase 1 Area I 220 Apartment 276 DU 6.65 1836 0.10 28 0.41 113 0.40 110 0.22 61 Area II 210 Single Family 181 DU 9.52 1724 0.19 34 0.56 101 0.63 114 0.37 67 230 Townhome/ Condo 195 DU 5.81 1132 0.07 14 0.37 72 0.35 68 0.17 33 Area IV 945 Fueling Center 12 Positions 162.78 1954 5.08 61 5.08 61 6.75 81 6.75 81 Phase 1 Total 6646 137 347 373 242 Phase 2 Area III 820 Retail 45.0 KSF 42.70 1922 0.60 27 0.36 16 1.78 80 1.93 87 Area IV 820 Retail 130.0 KSF 42.70 5550 0.60 78 0.36 47 1.78 231 1.93 251 310 Hotel 100 Rooms 8.17 818 0.31 31 0.22 22 0.31 31 0.29 29 Area V 770 Business Park 233.0 KSF 12.44 2898 1.19 277 0.21 49 0.33 77 0.91 212 Area VI 770 Business Park 12.0 KSF 12.44 150 1.19 14 0.21 3 0.33 4 0.91 11 Areas VII & VIII N/A Open Space N/A N/A NOM N/A NOM N/A NOM N/A NOM N/A NOM Phase 2 Total 11,338 427 137 423 590 Full Development Total 17,984 564 484 796 832 LONG RANGE (2035) FULL DEVELOPMENTSITE GENERATED PEAK HOUR TRAFFICFigure 8DELICHASSOCIATESGateway at Prospect TIS, April 2016Page 15ProspectSu m m it V ie w Access AFrontageRoadNB I-25Off-RampN B I -2 5On-R a m p SB I-25Off-RampS B I -2 5 O n -R a m p AM/PM32/1322/8FrontageRoadAccess G Access H6/1034/141NOM35/32NOM1/5NOM7/4026/76285/205NOM102/24992/210NOMNOM4/111/4344/6729/41413/53058/77NOMAccess B Access CAccess DA ccess E Access F33/37N O M 212/285N O M 90/5116/6684/18817/66180/165172/20121/31153/2082 5 /3 0 92/21420/2923/28166/277189/305117/198112/243156/27785/193268/520291/44215/61180/16512/426/490/02/040/414/73/100/1 SHORT RANGE (2021) GEOMETRYFigure 13DELICHASSOCIATESGateway at Prospect TIS, April 2016Page 21S u m m it Vi e w Access AProspectFrontageRoadNB I-25Off-RampN B I-2 5On-R a mp SB I-25Off-RampS B I -2 5 O n -R a m p FrontageRoadAccess CA ccess E Access F- Required Lane- Existing LaneExistingRequiredExistingRequired Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDIX D Trip Generation Worksheets Project Gateway at Prospect Subject Trip Generation for Multifamily Housing (Low-Rise) Designed by CDR Date October 10, 2022 Job No. Checked by Date Sheet No.of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Multifamily Housing (Low-Rise) (220) Independent Variable - Dwelling Units (X) X = 276 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (200 Series Page 255) Average Weekday Directional Distribution:24%ent. 76%exit. (T) = 0.40 (X)T =110 Average Vehicle Trip Ends (T) = 0.40 *(276.0)26 entering 84 exiting 26 +84 =110 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (200 Series Page 256) Average Weekday Directional Distribution:63%ent. 37%exit. (T) = 0.51(X)T =141 Average Vehicle Trip Ends (T) = 0.51 *(276.0)89 entering 52 exiting 89 +52 =141 Weekday (200 Series Page 254) Average Weekday Directional Distribution: 50% entering, 50% exiting (T) = 6.74 (X)T =1862 Average Vehicle Trip Ends (T) = 6.74 *(276.0)931 entering 931 exiting 931 +931 =1862 Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDIX E Prospect Road Roadway Plans Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDIX F Intersection Analysis Worksheets Timings 2022 Existing AM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)79 688 489 338 816 38 692 515 322 87 597 115 Future Volume (vph)79 688 489 338 816 38 692 515 322 87 597 115 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 24.0 16.0 24.0 11.0 24.0 24.0 Total Split (s)12.0 31.0 19.0 38.0 38.0 31.0 47.0 13.0 29.0 29.0 Total Split (%)10.9% 28.2%17.3% 34.5% 34.5% 28.2% 42.7%11.8% 26.4% 26.4% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Act Effct Green (s)6.0 25.0 110.0 13.0 32.0 32.0 25.0 41.0 110.0 7.0 23.0 23.0 Actuated g/C Ratio 0.05 0.23 1.00 0.12 0.29 0.29 0.23 0.37 1.00 0.06 0.21 0.21 v/c Ratio 0.93 0.96 0.35 0.94 0.89 0.07 1.00 0.44 0.23 0.45 0.91 0.26 Control Delay 126.7 66.2 0.6 80.4 49.4 0.2 74.7 27.2 0.3 56.6 60.0 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 126.7 66.2 0.6 80.4 49.4 0.2 74.7 27.2 0.3 56.6 60.0 1.5 LOS F E A F D A E C A E E A Approach Delay 44.5 56.6 43.0 51.2 Approach LOS D E D D Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 48.2 Intersection LOS: D Intersection Capacity Utilization 84.9%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2022 Existing AM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)79 688 489 338 816 38 692 515 322 87 597 115 Future Volume (veh/h)79 688 489 338 816 38 692 515 322 87 597 115 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 773 0 380 917 43 778 579 0 98 671 62 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 97 808 408 1034 461 785 1325 220 743 331 Arrive On Green 0.05 0.23 0.00 0.12 0.29 0.29 0.23 0.37 0.00 0.06 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 89 773 0 380 917 43 778 579 0 98 671 62 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 5.5 23.6 0.0 12.0 27.1 1.6 24.7 13.4 0.0 3.0 20.3 3.5 Cycle Q Clear(g_c), s 5.5 23.6 0.0 12.0 27.1 1.6 24.7 13.4 0.0 3.0 20.3 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 97 808 408 1034 461 785 1325 220 743 331 V/C Ratio(X)0.92 0.96 0.93 0.89 0.09 0.99 0.44 0.45 0.90 0.19 Avail Cap(c_a), veh/h 97 808 408 1034 461 785 1325 220 743 331 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.31 0.31 0.31 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.7 42.0 0.0 48.1 37.3 16.3 42.4 25.9 0.0 49.6 42.4 35.8 Incr Delay (d2), s/veh 64.7 21.8 0.0 11.8 3.3 0.0 29.7 1.1 0.0 1.4 16.4 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 12.7 0.0 5.8 12.1 0.8 13.6 5.8 0.0 1.3 10.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 116.4 63.8 0.0 59.9 40.5 16.3 72.1 26.9 0.0 51.0 58.8 37.1 LnGrp LOS F E E D B E C D E D Approach Vol, veh/h 862 1340 1357 831 Approach Delay, s/veh 69.2 45.3 52.8 56.3 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 47.0 19.0 31.0 31.0 29.0 12.0 38.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 41.0 13.0 25.0 25.0 23.0 6.0 32.0 Max Q Clear Time (g_c+I1), s 5.0 15.4 14.0 25.6 26.7 22.3 7.5 29.1 Green Ext Time (p_c), s 0.0 4.2 0.0 0.0 0.0 0.4 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 54.4 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2022 Existing PM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)130 761 785 439 855 55 575 761 310 41 557 112 Future Volume (vph)130 761 785 439 855 55 575 761 310 41 557 112 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 24.0 16.0 24.0 11.0 24.0 24.0 Total Split (s)18.0 36.0 24.0 42.0 42.0 29.0 49.0 11.0 31.0 31.0 Total Split (%)15.0% 30.0%20.0% 35.0% 35.0% 24.2% 40.8%9.2% 25.8% 25.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Act Effct Green (s)11.5 29.4 120.0 17.8 35.7 35.7 22.7 45.9 120.0 5.0 26.0 26.0 Actuated g/C Ratio 0.10 0.24 1.00 0.15 0.30 0.30 0.19 0.38 1.00 0.04 0.22 0.22 v/c Ratio 0.79 0.91 0.52 0.90 0.85 0.09 0.92 0.59 0.20 0.30 0.76 0.24 Control Delay 84.0 60.0 1.2 72.2 50.2 0.3 68.9 32.5 0.3 61.5 51.6 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.0 60.0 1.2 72.2 50.2 0.3 68.9 32.5 0.3 61.5 51.6 1.3 LOS F E A E D A E C A E D A Approach Delay 34.3 55.3 39.1 44.2 Approach LOS C E D D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 42.3 Intersection LOS: D Intersection Capacity Utilization 85.4%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2022 Existing PM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)130 761 785 439 855 55 575 761 310 41 557 112 Future Volume (veh/h)130 761 785 439 855 55 575 761 310 41 557 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 135 793 0 457 891 57 599 793 0 43 580 55 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 161 862 509 1064 475 651 1273 179 788 352 Arrive On Green 0.09 0.24 0.00 0.15 0.30 0.30 0.19 0.36 0.00 0.05 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 135 793 0 457 891 57 599 793 0 43 580 55 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 8.9 26.1 0.0 15.6 28.1 2.5 20.4 22.1 0.0 1.4 18.2 3.4 Cycle Q Clear(g_c), s 8.9 26.1 0.0 15.6 28.1 2.5 20.4 22.1 0.0 1.4 18.2 3.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 161 862 509 1064 475 651 1273 179 788 352 V/C Ratio(X)0.84 0.92 0.90 0.84 0.12 0.92 0.62 0.24 0.74 0.16 Avail Cap(c_a), veh/h 178 888 518 1066 476 662 1273 179 788 352 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.67 0.67 0.67 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.7 44.3 0.0 50.3 39.3 18.7 47.8 31.8 0.0 54.6 43.4 37.6 Incr Delay (d2), s/veh 26.3 14.3 0.0 13.2 4.1 0.1 18.1 2.3 0.0 0.7 6.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 13.1 0.0 7.7 12.8 1.2 10.4 9.8 0.0 0.6 8.6 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.0 58.6 0.0 63.4 43.4 18.8 65.9 34.1 0.0 55.3 49.5 38.6 LnGrp LOS E E E D B E C E D D Approach Vol, veh/h 928 1405 1392 678 Approach Delay, s/veh 61.7 48.9 47.8 49.0 Approach LOS E D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.2 49.0 23.7 35.1 28.6 32.6 16.9 41.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 43.0 18.0 30.0 23.0 25.0 12.0 36.0 Max Q Clear Time (g_c+I1), s 3.4 24.1 17.6 28.1 22.4 20.2 10.9 30.1 Green Ext Time (p_c), s 0.0 5.4 0.1 1.0 0.2 1.7 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 51.3 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2024 Background AM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)81 702 499 345 832 39 706 525 328 89 609 117 Future Volume (vph)81 702 499 345 832 39 706 525 328 89 609 117 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 24.0 16.0 24.0 11.0 24.0 24.0 Total Split (s)12.0 31.0 19.0 38.0 38.0 32.0 47.0 13.0 28.0 28.0 Total Split (%)10.9% 28.2%17.3% 34.5% 34.5% 29.1% 42.7%11.8% 25.5% 25.5% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Act Effct Green (s)6.0 25.0 110.0 13.0 32.0 32.0 26.0 41.0 110.0 7.0 22.0 22.0 Actuated g/C Ratio 0.05 0.23 1.00 0.12 0.29 0.29 0.24 0.37 1.00 0.06 0.20 0.20 v/c Ratio 0.95 0.98 0.35 0.96 0.91 0.07 0.98 0.45 0.23 0.46 0.97 0.27 Control Delay 131.7 70.4 0.6 84.2 51.3 0.2 69.0 27.3 0.3 56.8 71.0 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 131.7 70.4 0.6 84.2 51.3 0.2 69.0 27.3 0.3 56.8 71.0 1.8 LOS F E A F D A E C A E E A Approach Delay 47.1 59.0 40.5 59.5 Approach LOS D E D E Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 50.0 Intersection LOS: D Intersection Capacity Utilization 86.2%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2024 Background AM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)81 702 499 345 832 39 706 525 328 89 609 117 Future Volume (veh/h)81 702 499 345 832 39 706 525 328 89 609 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 789 0 388 935 44 793 590 0 100 684 64 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 97 808 408 1034 461 817 1325 220 711 317 Arrive On Green 0.05 0.23 0.00 0.12 0.29 0.29 0.24 0.37 0.00 0.06 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 91 789 0 388 935 44 793 590 0 100 684 64 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 5.6 24.3 0.0 12.3 27.8 1.7 25.0 13.7 0.0 3.1 21.0 3.7 Cycle Q Clear(g_c), s 5.6 24.3 0.0 12.3 27.8 1.7 25.0 13.7 0.0 3.1 21.0 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 97 808 408 1034 461 817 1325 220 711 317 V/C Ratio(X)0.94 0.98 0.95 0.90 0.10 0.97 0.45 0.45 0.96 0.20 Avail Cap(c_a), veh/h 97 808 408 1034 461 817 1325 220 711 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.23 0.23 0.23 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.8 42.2 0.0 48.2 37.5 16.3 41.6 25.9 0.0 49.7 43.6 36.7 Incr Delay (d2), s/veh 70.8 26.0 0.0 11.7 3.0 0.0 24.5 1.1 0.0 1.5 25.7 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 13.4 0.0 5.9 12.3 0.8 13.3 6.0 0.0 1.4 11.7 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 122.6 68.2 0.0 59.9 40.5 16.3 66.1 27.0 0.0 51.1 69.3 38.1 LnGrp LOS F E E D B E C D E D Approach Vol, veh/h 880 1367 1383 848 Approach Delay, s/veh 73.8 45.2 49.4 64.8 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 47.0 19.0 31.0 32.0 28.0 12.0 38.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 41.0 13.0 25.0 26.0 22.0 6.0 32.0 Max Q Clear Time (g_c+I1), s 5.1 15.7 14.3 26.3 27.0 23.0 7.6 29.8 Green Ext Time (p_c), s 0.0 4.2 0.0 0.0 0.0 0.0 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 55.9 HCM 6th LOS E Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2024 Background PM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)133 776 801 448 872 56 587 776 316 42 568 114 Future Volume (vph)133 776 801 448 872 56 587 776 316 42 568 114 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 24.0 16.0 24.0 11.0 24.0 24.0 Total Split (s)19.0 36.0 24.0 41.0 41.0 30.0 49.0 11.0 30.0 30.0 Total Split (%)15.8% 30.0%20.0% 34.2% 34.2% 25.0% 40.8%9.2% 25.0% 25.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Act Effct Green (s)12.3 29.6 120.0 17.9 35.2 35.2 23.5 45.7 120.0 5.0 25.0 25.0 Actuated g/C Ratio 0.10 0.25 1.00 0.15 0.29 0.29 0.20 0.38 1.00 0.04 0.21 0.21 v/c Ratio 0.77 0.93 0.53 0.91 0.87 0.10 0.91 0.60 0.21 0.31 0.80 0.25 Control Delay 78.9 61.5 1.3 74.4 53.3 0.3 65.9 32.9 0.3 61.7 55.0 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.9 61.5 1.3 74.4 53.3 0.3 65.9 32.9 0.3 61.7 55.0 1.6 LOS E E A E D A E C A E D A Approach Delay 34.7 58.0 38.3 47.0 Approach LOS C E D D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 43.2 Intersection LOS: D Intersection Capacity Utilization 86.7%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2024 Background PM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)133 776 801 448 872 56 587 776 316 42 568 114 Future Volume (veh/h)133 776 801 448 872 56 587 776 316 42 568 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 139 808 0 467 908 58 611 808 0 44 592 57 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 166 870 517 1072 478 667 1273 163 755 337 Arrive On Green 0.09 0.24 0.00 0.15 0.30 0.30 0.19 0.36 0.00 0.05 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 139 808 0 467 908 58 611 808 0 44 592 57 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 9.2 26.7 0.0 15.9 28.8 2.5 20.8 22.7 0.0 1.5 18.9 3.5 Cycle Q Clear(g_c), s 9.2 26.7 0.0 15.9 28.8 2.5 20.8 22.7 0.0 1.5 18.9 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 166 870 517 1072 478 667 1273 163 755 337 V/C Ratio(X)0.84 0.93 0.90 0.85 0.12 0.92 0.63 0.27 0.78 0.17 Avail Cap(c_a), veh/h 193 888 518 1072 478 691 1273 163 755 337 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.64 0.64 0.64 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 44.3 0.0 50.2 39.3 18.9 47.5 32.0 0.0 55.2 44.6 38.6 Incr Delay (d2), s/veh 23.9 15.5 0.0 13.4 4.3 0.1 16.8 2.4 0.0 0.9 8.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 13.5 0.0 7.8 13.1 1.2 10.5 10.1 0.0 0.7 9.1 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.5 59.8 0.0 63.6 43.6 19.0 64.3 34.4 0.0 56.1 52.6 39.7 LnGrp LOS E E E D B E C E D D Approach Vol, veh/h 947 1433 1419 693 Approach Delay, s/veh 62.4 49.1 47.2 51.8 Approach LOS E D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.6 49.0 24.0 35.4 29.1 31.5 17.2 42.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 43.0 18.0 30.0 24.0 24.0 13.0 35.0 Max Q Clear Time (g_c+I1), s 3.5 24.7 17.9 28.7 22.8 20.9 11.2 30.8 Green Ext Time (p_c), s 0.0 5.5 0.0 0.7 0.3 1.2 0.1 2.4 Intersection Summary HCM 6th Ctrl Delay 51.7 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2024 Background AM - Improved 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)81 702 499 345 832 39 706 525 328 89 609 117 Future Volume (vph)81 702 499 345 832 39 706 525 328 89 609 117 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 24.0 16.0 24.0 11.0 24.0 24.0 Total Split (s)14.0 35.0 20.0 41.0 41.0 25.0 42.0 13.0 30.0 30.0 Total Split (%)12.7% 31.8%18.2% 37.3% 37.3% 22.7% 38.2%11.8% 27.3% 27.3% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max None Max Max Act Effct Green (s)7.8 29.0 110.0 14.0 35.2 35.2 19.0 36.0 110.0 7.0 24.0 24.0 Actuated g/C Ratio 0.07 0.26 1.00 0.13 0.32 0.32 0.17 0.33 1.00 0.06 0.22 0.22 v/c Ratio 0.73 0.85 0.35 0.89 0.83 0.07 0.92 0.51 0.23 0.46 0.89 0.26 Control Delay 81.4 48.2 0.6 70.7 42.1 0.2 61.8 31.8 0.3 56.8 56.4 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.4 48.2 0.6 70.7 42.1 0.2 61.8 31.8 0.3 56.8 56.4 1.6 LOS F D A E D A E C A E E A Approach Delay 31.8 48.8 38.7 48.6 Approach LOS C D D D Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 39 (35%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 41.1 Intersection LOS: D Intersection Capacity Utilization 79.5%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2024 Background AM - Improved 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)81 702 499 345 832 39 706 525 328 89 609 117 Future Volume (veh/h)81 702 499 345 832 39 706 525 328 89 609 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 789 0 388 935 44 793 590 0 100 684 64 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 115 937 440 1160 518 868 1163 220 775 346 Arrive On Green 0.06 0.26 0.00 0.13 0.33 0.33 0.17 0.33 0.00 0.06 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 5023 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 91 789 0 388 935 44 793 590 0 100 684 64 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1674 1777 1585 1728 1777 1585 Q Serve(g_s), s 5.5 23.1 0.0 12.1 26.5 1.6 17.1 14.7 0.0 3.1 20.5 3.6 Cycle Q Clear(g_c), s 5.5 23.1 0.0 12.1 26.5 1.6 17.1 14.7 0.0 3.1 20.5 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 115 937 440 1160 518 868 1163 220 775 346 V/C Ratio(X)0.79 0.84 0.88 0.81 0.09 0.91 0.51 0.45 0.88 0.19 Avail Cap(c_a), veh/h 130 937 440 1160 518 868 1163 220 775 346 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.28 0.28 0.28 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.7 38.3 0.0 47.2 33.9 14.2 44.7 29.8 0.0 49.7 41.6 35.0 Incr Delay (d2), s/veh 25.3 9.1 0.0 6.3 1.8 0.1 14.0 1.6 0.0 1.5 13.8 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 11.1 0.0 5.6 11.5 0.8 8.2 6.5 0.0 1.4 10.4 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.1 47.4 0.0 53.4 35.6 14.3 58.7 31.4 0.0 51.1 55.4 36.2 LnGrp LOS E D D D B E C D E D Approach Vol, veh/h 880 1367 1383 848 Approach Delay, s/veh 50.4 40.0 47.1 53.5 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 42.0 20.0 35.0 25.0 30.0 13.1 41.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 36.0 14.0 29.0 19.0 24.0 8.0 35.0 Max Q Clear Time (g_c+I1), s 5.1 16.7 14.1 25.1 19.1 22.5 7.5 28.5 Green Ext Time (p_c), s 0.0 3.9 0.0 1.9 0.0 0.7 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 46.8 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2024 Background PM - Improved 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)133 776 801 448 872 56 587 776 316 42 568 114 Future Volume (vph)133 776 801 448 872 56 587 776 316 42 568 114 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 24.0 16.0 24.0 11.0 24.0 24.0 Total Split (s)19.0 41.0 26.0 48.0 48.0 23.0 42.0 11.0 30.0 30.0 Total Split (%)15.8% 34.2%21.7% 40.0% 40.0% 19.2% 35.0%9.2% 25.0% 25.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max None Max Max Act Effct Green (s)12.3 35.0 120.0 20.0 42.7 42.7 16.8 38.2 120.0 5.0 24.2 24.2 Actuated g/C Ratio 0.10 0.29 1.00 0.17 0.36 0.36 0.14 0.32 1.00 0.04 0.20 0.20 v/c Ratio 0.77 0.78 0.53 0.82 0.72 0.08 0.87 0.72 0.21 0.31 0.83 0.25 Control Delay 78.9 45.4 1.3 59.4 37.9 0.2 65.0 41.1 0.3 61.7 57.3 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.9 45.4 1.3 59.4 37.9 0.2 65.0 41.1 0.3 61.7 57.3 1.6 LOS E D A E D A E D A E E A Approach Delay 27.3 43.4 41.8 48.8 Approach LOS C D D D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 44 (37%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 38.6 Intersection LOS: D Intersection Capacity Utilization 81.1%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2024 Background PM - Improved 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)133 776 801 448 872 56 587 776 316 42 568 114 Future Volume (veh/h)133 776 801 448 872 56 587 776 316 42 568 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 139 808 0 467 908 58 611 808 0 44 592 57 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 166 1036 589 1312 585 692 1066 131 711 317 Arrive On Green 0.09 0.29 0.00 0.17 0.37 0.37 0.14 0.30 0.00 0.04 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 5023 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 139 808 0 467 908 58 611 808 0 44 592 57 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1674 1777 1585 1728 1777 1585 Q Serve(g_s), s 9.2 25.0 0.0 15.6 26.0 2.2 14.3 24.7 0.0 1.5 19.2 3.6 Cycle Q Clear(g_c), s 9.2 25.0 0.0 15.6 26.0 2.2 14.3 24.7 0.0 1.5 19.2 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 166 1036 589 1312 585 692 1066 131 711 317 V/C Ratio(X)0.84 0.78 0.79 0.69 0.10 0.88 0.76 0.34 0.83 0.18 Avail Cap(c_a), veh/h 193 1036 589 1312 585 712 1066 144 711 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.64 0.64 0.64 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 39.0 0.0 47.7 32.1 15.1 50.8 38.1 0.0 56.3 46.1 39.8 Incr Delay (d2), s/veh 23.9 5.8 0.0 4.8 1.9 0.2 12.4 5.1 0.0 1.5 11.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 11.7 0.0 7.1 11.4 1.1 6.8 11.4 0.0 0.7 9.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.5 44.8 0.0 52.5 34.0 15.4 63.1 43.1 0.0 57.8 57.1 41.1 LnGrp LOS E D D C B E D E E D Approach Vol, veh/h 947 1433 1419 693 Approach Delay, s/veh 49.6 39.3 51.7 55.8 Approach LOS D D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.5 42.0 26.5 41.0 22.5 30.0 17.2 50.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 36.0 20.0 35.0 17.0 24.0 13.0 42.0 Max Q Clear Time (g_c+I1), s 3.5 26.7 17.6 27.0 16.3 21.2 11.2 28.0 Green Ext Time (p_c), s 0.0 3.8 0.5 3.4 0.2 1.1 0.1 5.6 Intersection Summary HCM 6th Ctrl Delay 47.9 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2024 Total AM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)81 712 499 362 866 43 706 525 333 90 609 117 Future Volume (vph)81 712 499 362 866 43 706 525 333 90 609 117 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 24.0 16.0 24.0 11.0 24.0 24.0 Total Split (s)14.0 34.0 21.0 41.0 41.0 25.0 42.0 13.0 30.0 30.0 Total Split (%)12.7% 30.9%19.1% 37.3% 37.3% 22.7% 38.2%11.8% 27.3% 27.3% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max None Max Max Act Effct Green (s)7.8 28.0 110.0 15.0 35.2 35.2 19.0 36.0 110.0 7.0 24.0 24.0 Actuated g/C Ratio 0.07 0.25 1.00 0.14 0.32 0.32 0.17 0.33 1.00 0.06 0.22 0.22 v/c Ratio 0.73 0.89 0.35 0.87 0.86 0.07 0.92 0.51 0.24 0.46 0.89 0.26 Control Delay 81.4 52.8 0.6 66.4 44.3 0.2 61.8 31.8 0.4 57.0 56.4 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.4 52.8 0.6 66.4 44.3 0.2 61.8 31.8 0.4 57.0 56.4 1.6 LOS F D A E D A E C A E E A Approach Delay 34.4 49.1 38.6 48.6 Approach LOS C D D D Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 39 (35%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 41.9 Intersection LOS: D Intersection Capacity Utilization 80.3%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2024 Total AM 1: Timberline Road & Prospect Road 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)81 712 499 362 866 43 706 525 333 90 609 117 Future Volume (veh/h)81 712 499 362 866 43 706 525 333 90 609 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 800 0 407 973 48 793 590 0 101 684 64 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 115 905 471 1160 518 868 1163 220 775 346 Arrive On Green 0.06 0.25 0.00 0.14 0.33 0.33 0.17 0.33 0.00 0.06 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 5023 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 91 800 0 407 973 48 793 590 0 101 684 64 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1674 1777 1585 1728 1777 1585 Q Serve(g_s), s 5.5 23.8 0.0 12.7 27.9 1.7 17.1 14.7 0.0 3.1 20.5 3.6 Cycle Q Clear(g_c), s 5.5 23.8 0.0 12.7 27.9 1.7 17.1 14.7 0.0 3.1 20.5 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 115 905 471 1160 518 868 1163 220 775 346 V/C Ratio(X)0.79 0.88 0.86 0.84 0.09 0.91 0.51 0.46 0.88 0.19 Avail Cap(c_a), veh/h 130 905 471 1160 518 868 1163 220 775 346 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.22 0.22 0.22 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.7 39.4 0.0 46.5 34.4 14.2 44.7 29.8 0.0 49.7 41.6 35.0 Incr Delay (d2), s/veh 25.3 12.3 0.0 3.9 1.7 0.1 14.0 1.6 0.0 1.5 13.8 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 11.8 0.0 5.7 12.1 0.9 8.2 6.5 0.0 1.4 10.4 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.1 51.8 0.0 50.4 36.1 14.3 58.7 31.4 0.0 51.2 55.4 36.2 LnGrp LOS E D D D B E C D E D Approach Vol, veh/h 891 1428 1383 849 Approach Delay, s/veh 54.2 39.4 47.1 53.5 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 42.0 21.0 34.0 25.0 30.0 13.1 41.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 36.0 15.0 28.0 19.0 24.0 8.0 35.0 Max Q Clear Time (g_c+I1), s 5.1 16.7 14.7 25.8 19.1 22.5 7.5 29.9 Green Ext Time (p_c), s 0.0 3.9 0.1 1.1 0.0 0.7 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 47.3 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2024 Total PM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)133 812 801 458 893 59 587 776 334 46 568 114 Future Volume (vph)133 812 801 458 893 59 587 776 334 46 568 114 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 24.0 16.0 24.0 11.0 24.0 24.0 Total Split (s)19.0 42.0 26.0 49.0 49.0 23.0 41.0 11.0 29.0 29.0 Total Split (%)15.8% 35.0%21.7% 40.8% 40.8% 19.2% 34.2%9.2% 24.2% 24.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max None Max Max Act Effct Green (s)12.3 36.0 120.0 20.0 43.7 43.7 16.8 37.2 120.0 5.0 23.2 23.2 Actuated g/C Ratio 0.10 0.30 1.00 0.17 0.36 0.36 0.14 0.31 1.00 0.04 0.19 0.19 v/c Ratio 0.77 0.80 0.53 0.83 0.72 0.09 0.87 0.74 0.22 0.34 0.87 0.26 Control Delay 78.9 45.3 1.3 62.7 39.6 0.2 65.0 42.5 0.3 62.5 61.3 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.9 45.3 1.3 62.7 39.6 0.2 65.0 42.5 0.3 62.5 61.3 1.7 LOS E D A E D A E D A E E A Approach Delay 27.7 45.5 42.0 52.0 Approach LOS C D D D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 44 (37%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 39.7 Intersection LOS: D Intersection Capacity Utilization 82.4%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2024 Total PM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)133 812 801 458 893 59 587 776 334 46 568 114 Future Volume (veh/h)133 812 801 458 893 59 587 776 334 46 568 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 139 846 0 477 930 61 611 808 0 48 592 57 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 166 1066 589 1342 598 692 1036 131 681 304 Arrive On Green 0.09 0.30 0.00 0.17 0.38 0.38 0.14 0.29 0.00 0.04 0.19 0.19 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 5023 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 139 846 0 477 930 61 611 808 0 48 592 57 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1674 1777 1585 1728 1777 1585 Q Serve(g_s), s 9.2 26.2 0.0 15.9 26.5 2.3 14.3 25.0 0.0 1.6 19.4 3.6 Cycle Q Clear(g_c), s 9.2 26.2 0.0 15.9 26.5 2.3 14.3 25.0 0.0 1.6 19.4 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 166 1066 589 1342 598 692 1036 131 681 304 V/C Ratio(X)0.84 0.79 0.81 0.69 0.10 0.88 0.78 0.37 0.87 0.19 Avail Cap(c_a), veh/h 193 1066 589 1342 598 712 1036 144 681 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.60 0.60 0.60 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 38.6 0.0 47.9 31.5 14.7 50.8 39.0 0.0 56.3 47.0 40.7 Incr Delay (d2), s/veh 23.9 6.1 0.0 5.1 1.8 0.2 12.4 5.8 0.0 1.7 14.2 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 12.2 0.0 7.3 11.6 1.2 6.8 11.7 0.0 0.7 9.9 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.5 44.7 0.0 53.0 33.3 14.9 63.1 44.8 0.0 58.1 61.2 42.0 LnGrp LOS E D D C B E D E E D Approach Vol, veh/h 985 1468 1419 697 Approach Delay, s/veh 49.3 38.9 52.7 59.4 Approach LOS D D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.5 41.0 26.5 42.0 22.5 29.0 17.2 51.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 35.0 20.0 36.0 17.0 23.0 13.0 43.0 Max Q Clear Time (g_c+I1), s 3.6 27.0 17.9 28.2 16.3 21.4 11.2 28.5 Green Ext Time (p_c), s 0.0 3.4 0.4 3.5 0.2 0.7 0.1 5.9 Intersection Summary HCM 6th Ctrl Delay 48.6 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2045 Background AM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)99 968 615 449 1075 56 870 647 456 126 751 145 Future Volume (vph)99 968 615 449 1075 56 870 647 456 126 751 145 Turn Type Prot NA Free Prot NA pm+ov Prot NA Free Prot NA pm+ov Protected Phases 7 4 3 8 1 5 2 1 6 7 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 11.0 16.0 24.0 11.0 24.0 11.0 Total Split (s)13.0 30.0 22.0 39.0 14.0 27.0 44.0 14.0 31.0 13.0 Total Split (%)11.8% 27.3%20.0% 35.5% 12.7% 24.5% 40.0%12.7% 28.2% 11.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None Max None Max None Act Effct Green (s)6.9 24.0 110.0 16.0 33.1 41.1 21.0 38.0 110.0 8.0 25.0 37.9 Actuated g/C Ratio 0.06 0.22 1.00 0.15 0.30 0.37 0.19 0.35 1.00 0.07 0.23 0.34 v/c Ratio 0.49 0.92 0.41 0.95 0.74 0.09 0.96 0.56 0.30 0.53 0.98 0.24 Control Delay 57.8 55.9 0.8 76.4 38.1 0.2 65.9 31.3 0.5 57.6 70.9 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.8 55.9 0.8 76.4 38.1 0.2 65.9 31.3 0.5 57.6 70.9 5.4 LOS E E A E D A E C A E E A Approach Delay 35.8 47.7 39.4 60.0 Approach LOS D D D E Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 37 (34%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 43.9 Intersection LOS: D Intersection Capacity Utilization 88.8%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2045 Background AM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)99 968 615 449 1075 56 870 647 456 126 751 145 Future Volume (veh/h)99 968 615 449 1075 56 870 647 456 126 751 145 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 104 1019 0 473 1132 59 916 681 0 133 791 90 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 159 1114 503 1621 619 959 1228 251 808 433 Arrive On Green 0.05 0.22 0.00 0.15 0.32 0.32 0.19 0.35 0.00 0.07 0.23 0.23 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 5023 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 104 1019 0 473 1132 59 916 681 0 133 791 90 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1728 1702 1585 1674 1777 1585 1728 1777 1585 Q Serve(g_s), s 3.3 21.4 0.0 14.9 21.4 0.4 19.8 17.1 0.0 4.1 24.3 4.8 Cycle Q Clear(g_c), s 3.3 21.4 0.0 14.9 21.4 0.4 19.8 17.1 0.0 4.1 24.3 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 159 1114 503 1621 619 959 1228 251 808 433 V/C Ratio(X)0.65 0.91 0.94 0.70 0.10 0.96 0.55 0.53 0.98 0.21 Avail Cap(c_a), veh/h 220 1114 503 1621 619 959 1228 251 808 433 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.53 0.53 0.53 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.6 42.0 0.0 46.5 32.9 9.7 44.0 29.1 0.0 49.2 42.2 30.8 Incr Delay (d2), s/veh 4.4 13.0 0.0 16.8 1.3 0.2 19.1 1.8 0.0 2.1 27.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 10.2 0.0 7.5 8.9 0.6 9.8 7.5 0.0 1.8 13.6 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.0 55.0 0.0 63.4 34.3 9.9 63.1 31.0 0.0 51.3 69.3 31.9 LnGrp LOS E D E C A E C D E C Approach Vol, veh/h 1123 1664 1597 1014 Approach Delay, s/veh 55.1 41.7 49.4 63.6 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.0 44.0 22.0 30.0 27.0 31.0 11.1 40.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 8.0 38.0 16.0 24.0 21.0 25.0 7.0 33.0 Max Q Clear Time (g_c+I1), s 6.1 19.1 16.9 23.4 21.8 26.3 5.3 23.4 Green Ext Time (p_c), s 0.1 4.6 0.0 0.4 0.0 0.0 0.0 5.4 Intersection Summary HCM 6th Ctrl Delay 50.9 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2045 Background PM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)163 1051 987 607 1185 87 723 957 437 68 700 141 Future Volume (vph)163 1051 987 607 1185 87 723 957 437 68 700 141 Turn Type Prot NA Free Prot NA pm+ov Prot NA Free Prot NA pm+ov Protected Phases 7 4 3 8 1 5 2 1 6 7 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 11.0 16.0 24.0 11.0 24.0 11.0 Total Split (s)17.0 35.0 29.0 47.0 11.0 25.0 45.0 11.0 31.0 17.0 Total Split (%)14.2% 29.2%24.2% 39.2%9.2% 20.8% 37.5%9.2% 25.8% 14.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None Max None Max None Act Effct Green (s)10.2 29.0 120.0 23.0 41.8 46.8 19.0 39.0 120.0 5.0 25.0 41.2 Actuated g/C Ratio 0.08 0.24 1.00 0.19 0.35 0.39 0.16 0.32 1.00 0.04 0.21 0.34 v/c Ratio 0.58 0.89 0.65 0.96 0.70 0.13 0.95 0.87 0.29 0.50 0.99 0.23 Control Delay 61.1 54.3 2.1 72.1 37.2 2.2 72.7 47.4 0.5 68.4 78.2 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.1 54.3 2.1 72.1 37.2 2.2 72.7 47.4 0.5 68.4 78.2 6.4 LOS E D A E D A E D A E E A Approach Delay 31.4 46.9 46.3 66.3 Approach LOS C D D E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 39 (33%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 44.4 Intersection LOS: D Intersection Capacity Utilization 90.7%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2045 Background PM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)163 1051 987 607 1185 87 723 957 437 68 700 141 Future Volume (veh/h)163 1051 987 607 1185 87 723 957 437 68 700 141 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 170 1095 0 632 1234 91 753 997 0 71 729 147 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 228 1234 662 1876 648 795 1155 144 740 435 Arrive On Green 0.07 0.24 0.00 0.19 0.37 0.37 0.16 0.32 0.00 0.04 0.21 0.21 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 5023 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 170 1095 0 632 1234 91 753 997 0 71 729 147 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1728 1702 1585 1674 1777 1585 1728 1777 1585 Q Serve(g_s), s 5.8 24.8 0.0 21.7 24.2 0.8 17.8 31.6 0.0 2.4 24.5 8.9 Cycle Q Clear(g_c), s 5.8 24.8 0.0 21.7 24.2 0.8 17.8 31.6 0.0 2.4 24.5 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 228 1234 662 1876 648 795 1155 144 740 435 V/C Ratio(X)0.75 0.89 0.95 0.66 0.14 0.95 0.86 0.49 0.98 0.34 Avail Cap(c_a), veh/h 317 1234 662 1876 648 795 1155 144 740 435 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.73 0.73 0.73 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.0 43.9 0.0 48.0 31.7 9.8 50.0 38.0 0.0 56.3 47.3 34.8 Incr Delay (d2), s/veh 6.0 9.7 0.0 19.6 1.3 0.3 20.1 8.6 0.0 2.6 29.6 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 11.5 0.0 11.1 10.1 1.0 8.9 15.0 0.0 1.1 13.8 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.0 53.6 0.0 67.6 33.0 10.1 70.1 46.6 0.0 58.9 76.9 36.9 LnGrp LOS E D E C B E D E E D Approach Vol, veh/h 1265 1957 1750 947 Approach Delay, s/veh 54.6 43.1 56.7 69.3 Approach LOS D D E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 45.0 29.0 35.0 25.0 31.0 13.9 50.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 39.0 23.0 29.0 19.0 25.0 11.0 41.0 Max Q Clear Time (g_c+I1), s 4.4 33.6 23.7 26.8 19.8 26.5 7.8 26.2 Green Ext Time (p_c), s 0.0 3.1 0.0 1.4 0.0 0.0 0.1 7.9 Intersection Summary HCM 6th Ctrl Delay 53.8 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2045 Total AM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)99 978 615 466 1109 60 870 647 461 127 751 145 Future Volume (vph)99 978 615 466 1109 60 870 647 461 127 751 145 Turn Type Prot NA Free Prot NA pm+ov Prot NA Free Prot NA pm+ov Protected Phases 7 4 3 8 1 5 2 1 6 7 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 11.0 16.0 24.0 11.0 24.0 11.0 Total Split (s)11.0 30.0 22.0 41.0 14.0 27.0 44.0 14.0 31.0 11.0 Total Split (%)10.0% 27.3%20.0% 37.3% 12.7% 24.5% 40.0%12.7% 28.2% 10.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None Max None Max None Act Effct Green (s)5.0 24.0 110.0 16.0 35.0 43.0 21.0 38.0 110.0 8.0 25.0 36.0 Actuated g/C Ratio 0.05 0.22 1.00 0.15 0.32 0.39 0.19 0.35 1.00 0.07 0.23 0.33 v/c Ratio 0.67 0.93 0.41 0.98 0.72 0.09 0.96 0.56 0.31 0.54 0.98 0.25 Control Delay 72.6 57.0 0.8 84.0 36.3 0.2 65.9 31.3 0.5 57.7 70.9 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.6 57.0 0.8 84.0 36.3 0.2 65.9 31.3 0.5 57.7 70.9 5.8 LOS E E A F D A E C A E E A Approach Delay 37.5 48.6 39.4 60.0 Approach LOS D D D E Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 36 (33%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 44.6 Intersection LOS: D Intersection Capacity Utilization 89.5%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2045 Total AM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)99 978 615 466 1109 60 870 647 461 127 751 145 Future Volume (veh/h)99 978 615 466 1109 60 870 647 461 127 751 145 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 104 1029 0 491 1167 63 916 681 0 134 791 90 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 157 1114 503 1625 620 959 1228 251 808 432 Arrive On Green 0.05 0.22 0.00 0.15 0.32 0.32 0.19 0.35 0.00 0.07 0.23 0.23 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 5023 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 104 1029 0 491 1167 63 916 681 0 134 791 90 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1728 1702 1585 1674 1777 1585 1728 1777 1585 Q Serve(g_s), s 3.3 21.7 0.0 15.6 22.2 0.5 19.8 17.1 0.0 4.1 24.3 4.8 Cycle Q Clear(g_c), s 3.3 21.7 0.0 15.6 22.2 0.5 19.8 17.1 0.0 4.1 24.3 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 157 1114 503 1625 620 959 1228 251 808 432 V/C Ratio(X)0.66 0.92 0.98 0.72 0.10 0.96 0.55 0.53 0.98 0.21 Avail Cap(c_a), veh/h 157 1114 503 1625 620 959 1228 251 808 432 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.69 0.69 0.69 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.7 42.1 0.0 46.8 33.1 9.7 44.0 29.1 0.0 49.2 42.2 30.8 Incr Delay (d2), s/veh 9.9 13.9 0.0 27.6 1.9 0.2 19.1 1.8 0.0 2.2 27.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 10.4 0.0 8.6 9.3 0.6 9.8 7.5 0.0 1.8 13.6 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.6 56.0 0.0 74.4 35.1 10.0 63.1 31.0 0.0 51.4 69.3 31.9 LnGrp LOS E E E D A E C D E C Approach Vol, veh/h 1133 1721 1597 1015 Approach Delay, s/veh 56.5 45.4 49.4 63.6 Approach LOS E D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.0 44.0 22.0 30.0 27.0 31.0 11.0 41.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 8.0 38.0 16.0 24.0 21.0 25.0 5.0 35.0 Max Q Clear Time (g_c+I1), s 6.1 19.1 17.6 23.7 21.8 26.3 5.3 24.2 Green Ext Time (p_c), s 0.1 4.6 0.0 0.2 0.0 0.0 0.0 6.0 Intersection Summary HCM 6th Ctrl Delay 52.2 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2045 Total PM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)163 1087 987 617 1206 90 723 957 455 72 700 141 Future Volume (vph)163 1087 987 617 1206 90 723 957 455 72 700 141 Turn Type Prot NA Free Prot NA pm+ov Prot NA Free Prot NA pm+ov Protected Phases 7 4 3 8 1 5 2 1 6 7 Permitted Phases Free 8 Free 6 Detector Phase 7 4 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)11.0 24.0 16.0 24.0 11.0 16.0 24.0 11.0 24.0 11.0 Total Split (s)17.0 35.0 29.0 47.0 11.0 25.0 45.0 11.0 31.0 17.0 Total Split (%)14.2% 29.2%24.2% 39.2%9.2% 20.8% 37.5%9.2% 25.8% 14.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None Max None Max None Act Effct Green (s)10.2 29.0 120.0 23.0 41.8 46.8 19.0 39.0 120.0 5.0 25.0 41.2 Actuated g/C Ratio 0.08 0.24 1.00 0.19 0.35 0.39 0.16 0.32 1.00 0.04 0.21 0.34 v/c Ratio 0.58 0.92 0.65 0.98 0.71 0.13 0.95 0.87 0.30 0.52 0.99 0.23 Control Delay 61.1 57.3 2.1 90.9 50.2 4.7 72.7 47.4 0.5 69.8 78.2 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.1 57.3 2.1 90.9 50.2 4.7 72.7 47.4 0.5 69.8 78.2 6.4 LOS E E A F D A E D A E E A Approach Delay 33.2 61.2 46.0 66.5 Approach LOS C E D E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 38 (32%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 48.7 Intersection LOS: D Intersection Capacity Utilization 91.7%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 1: Timberline Road & Prospect Road HCM 6th Signalized Intersection Summary 2045 Total PM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)163 1087 987 617 1206 90 723 957 455 72 700 141 Future Volume (veh/h)163 1087 987 617 1206 90 723 957 455 72 700 141 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 170 1132 0 643 1256 94 753 997 0 75 729 147 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 228 1234 662 1876 648 795 1155 144 740 435 Arrive On Green 0.07 0.24 0.00 0.19 0.37 0.37 0.16 0.32 0.00 0.04 0.21 0.21 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 5023 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 170 1132 0 643 1256 94 753 997 0 75 729 147 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1728 1702 1585 1674 1777 1585 1728 1777 1585 Q Serve(g_s), s 5.8 25.9 0.0 22.2 24.8 0.9 17.8 31.6 0.0 2.6 24.5 8.9 Cycle Q Clear(g_c), s 5.8 25.9 0.0 22.2 24.8 0.9 17.8 31.6 0.0 2.6 24.5 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 228 1234 662 1876 648 795 1155 144 740 435 V/C Ratio(X)0.75 0.92 0.97 0.67 0.15 0.95 0.86 0.52 0.98 0.34 Avail Cap(c_a), veh/h 317 1234 662 1876 648 795 1155 144 740 435 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 0.83 0.83 0.83 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.0 44.3 0.0 48.2 31.9 9.8 50.0 38.0 0.0 56.3 47.3 34.8 Incr Delay (d2), s/veh 6.0 12.2 0.0 24.8 1.6 0.4 20.1 8.6 0.0 3.3 29.6 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 12.2 0.0 11.8 10.4 1.0 8.9 15.0 0.0 1.2 13.8 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.0 56.5 0.0 73.0 33.4 10.2 70.1 46.6 0.0 59.7 76.9 36.9 LnGrp LOS E E E C B E D E E D Approach Vol, veh/h 1302 1993 1750 951 Approach Delay, s/veh 57.1 45.1 56.7 69.3 Approach LOS E D E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 45.0 29.0 35.0 25.0 31.0 13.9 50.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 39.0 23.0 29.0 19.0 25.0 11.0 41.0 Max Q Clear Time (g_c+I1), s 4.6 33.6 24.2 27.9 19.8 26.5 7.8 26.8 Green Ext Time (p_c), s 0.0 3.1 0.0 0.8 0.0 0.0 0.1 7.8 Intersection Summary HCM 6th Ctrl Delay 54.9 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Timings 2022 Existing AM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)46 715 5 1254 32 5 93 Future Volume (vph)46 715 5 1254 32 5 93 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)23.0 23.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)98.0 98.0 98.0 98.0 22.0 22.0 22.0 22.0 Total Split (%)81.7% 81.7% 81.7% 81.7% 18.3% 18.3% 18.3%18% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)93.0 93.0 92.0 92.0 16.5 16.5 Actuated g/C Ratio 0.78 0.78 0.77 0.77 0.14 0.14 v/c Ratio 0.77 0.53 0.01 0.95 0.20 0.32 Control Delay 81.1 6.7 4.4 18.3 48.8 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.1 6.7 4.4 18.3 48.8 12.1 LOS F A A B D B Approach Delay 11.1 18.2 22.6 Approach LOS B B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 15 (13%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 16.0 Intersection LOS: B Intersection Capacity Utilization 82.9%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2022 Existing AM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)46 715 10 5 1254 25 0 0 0 32 5 93 Future Volume (veh/h)46 715 10 5 1254 25 0 0 0 32 5 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 753 11 5 1320 26 0 0 0 34 5 98 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 591 2436 36 980 2422 48 0 273 0 239 31 231 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.15 0.15 0.15 Sat Flow, veh/h 406 1839 27 703 1828 36 0 1870 0 1254 216 1585 Grp Volume(v), veh/h 48 0 764 5 0 1346 0 0 0 39 0 98 Grp Sat Flow(s),veh/h/ln 406 0 1866 703 0 1864 0 1870 0 1470 0 1585 Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.4 0.0 6.8 Cycle Q Clear(g_c), s 2.2 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.7 0.0 6.8 Prop In Lane 1.00 0.01 1.00 0.02 0.00 0.00 0.87 1.00 Lane Grp Cap(c), veh/h 591 0 2472 980 0 2470 0 273 0 270 0 231 V/C Ratio(X)0.08 0.00 0.31 0.01 0.00 0.55 0.00 0.00 0.00 0.14 0.00 0.42 Avail Cap(c_a), veh/h 591 0 2472 980 0 2470 0 273 0 270 0 231 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.64 0.00 0.64 0.38 0.00 0.38 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 44.9 0.0 46.7 Incr Delay (d2), s/veh 0.2 0.0 0.2 0.0 0.0 0.3 0.0 0.0 0.0 1.1 0.0 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.1 0.0 0.0 0.2 0.0 0.0 0.0 1.1 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.0 0.2 0.0 0.0 0.3 0.0 0.0 0.0 46.0 0.0 52.3 LnGrp LOS A A A A A A A A A D A D Approach Vol, veh/h 812 1351 0 137 Approach Delay, s/veh 0.2 0.3 0.0 50.5 Approach LOS A A D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 167.0 23.0 167.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 18 * 93 16.5 92.0 Max Q Clear Time (g_c+I1), s 0.0 4.2 8.8 4.0 Green Ext Time (p_c), s 0.0 8.3 0.2 29.0 Intersection Summary HCM 6th Ctrl Delay 3.3 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2022 Existing PM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)75 1214 2 907 17 0 68 Future Volume (vph)75 1214 2 907 17 0 68 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)103.0 103.0 103.0 103.0 17.0 17.0 17.0 17.0 Total Split (%)85.8% 85.8% 85.8% 85.8% 14.2% 14.2% 14.2%14% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)98.0 98.0 97.0 97.0 11.5 11.5 Actuated g/C Ratio 0.82 0.82 0.81 0.81 0.10 0.10 v/c Ratio 0.26 0.88 0.02 0.71 0.14 0.34 Control Delay 2.6 27.7 2.0 12.4 52.5 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.6 27.7 2.0 12.4 52.5 15.9 LOS A C A B D B Approach Delay 26.2 12.4 23.3 Approach LOS C B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 16.6 (14%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 20.4 Intersection LOS: C Intersection Capacity Utilization 77.4%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2022 Existing PM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)75 1214 9 2 907 53 0 0 0 17 0 68 Future Volume (veh/h)75 1214 9 2 907 53 0 0 0 17 0 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 1334 10 2 997 58 0 0 0 19 0 75 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 782 2534 19 609 2392 139 0 195 0 208 0 165 Arrive On Green 1.00 1.00 1.00 0.45 0.45 0.45 0.00 0.00 0.00 0.10 0.00 0.10 Sat Flow, veh/h 535 1854 14 406 1750 102 0 1870 0 1418 0 1585 Grp Volume(v), veh/h 82 0 1344 2 0 1055 0 0 0 19 0 75 Grp Sat Flow(s),veh/h/ln 535 0 1868 406 0 1852 0 1870 0 1418 0 1585 Q Serve(g_s), s 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 5.3 Cycle Q Clear(g_c), s 2.3 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 5.3 Prop In Lane 1.00 0.01 1.00 0.05 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 782 0 2553 609 0 2531 0 195 0 208 0 165 V/C Ratio(X)0.10 0.00 0.53 0.00 0.00 0.42 0.00 0.00 0.00 0.09 0.00 0.45 Avail Cap(c_a), veh/h 782 0 2553 609 0 2531 0 195 0 208 0 165 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.66 0.00 0.66 0.74 0.00 0.74 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 48.8 0.0 50.5 Incr Delay (d2), s/veh 0.2 0.0 0.5 0.0 0.0 0.4 0.0 0.0 0.0 0.9 0.0 8.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.4 0.0 0.0 0.3 0.0 0.0 0.0 0.6 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.0 0.5 0.0 0.0 0.4 0.0 0.0 0.0 49.7 0.0 59.3 LnGrp LOS A A A A A A A A A D A E Approach Vol, veh/h 1426 1057 0 94 Approach Delay, s/veh 0.5 0.4 0.0 57.4 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 18.0 172.0 18.0 172.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 13 * 98 11.5 97.0 Max Q Clear Time (g_c+I1), s 0.0 4.3 7.3 4.0 Green Ext Time (p_c), s 0.0 32.3 0.1 13.8 Intersection Summary HCM 6th Ctrl Delay 2.5 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2024 Background AM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)48 744 5 1305 33 5 97 Future Volume (vph)48 744 5 1305 33 5 97 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)23.0 23.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)101.0 101.0 101.0 101.0 19.0 19.0 19.0 19.0 Total Split (%)84.2% 84.2% 84.2% 84.2% 15.8% 15.8% 15.8%16% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)96.0 96.0 95.0 95.0 13.5 13.5 Actuated g/C Ratio 0.80 0.80 0.79 0.79 0.11 0.11 v/c Ratio 0.82 0.53 0.01 0.95 0.25 0.38 Control Delay 90.2 5.7 2.8 26.7 53.3 13.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 90.2 5.7 2.8 26.7 53.3 13.7 LOS F A A C D B Approach Delay 10.8 26.6 24.9 Approach LOS B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 15 (13%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 20.9 Intersection LOS: C Intersection Capacity Utilization 85.8%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2024 Background AM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)48 744 10 5 1305 26 0 0 0 33 5 97 Future Volume (veh/h)48 744 10 5 1305 26 0 0 0 33 5 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 783 11 5 1374 27 0 0 0 35 5 102 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 573 2484 35 971 2468 48 0 226 0 208 26 192 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.12 0.12 0.12 Sat Flow, veh/h 385 1840 26 684 1828 36 0 1870 0 1254 216 1585 Grp Volume(v), veh/h 51 0 794 5 0 1401 0 0 0 40 0 102 Grp Sat Flow(s),veh/h/ln 385 0 1866 684 0 1864 0 1870 0 1470 0 1585 Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.6 0.0 7.3 Cycle Q Clear(g_c), s 2.2 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.9 0.0 7.3 Prop In Lane 1.00 0.01 1.00 0.02 0.00 0.00 0.87 1.00 Lane Grp Cap(c), veh/h 573 0 2519 971 0 2516 0 226 0 234 0 192 V/C Ratio(X)0.09 0.00 0.32 0.01 0.00 0.56 0.00 0.00 0.00 0.17 0.00 0.53 Avail Cap(c_a), veh/h 573 0 2519 971 0 2516 0 226 0 234 0 192 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.62 0.00 0.62 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 47.6 0.0 49.6 Incr Delay (d2), s/veh 0.2 0.0 0.2 0.0 0.0 0.9 0.0 0.0 0.0 1.6 0.0 10.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.1 0.0 0.0 0.6 0.0 0.0 0.0 1.2 0.0 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.0 0.2 0.0 0.0 0.9 0.0 0.0 0.0 49.2 0.0 59.8 LnGrp LOS A A A A A A A A A D A E Approach Vol, veh/h 845 1406 0 142 Approach Delay, s/veh 0.2 0.9 0.0 56.8 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 20.0 170.0 20.0 170.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 15 * 96 13.5 95.0 Max Q Clear Time (g_c+I1), s 0.0 4.2 9.3 4.0 Green Ext Time (p_c), s 0.0 9.0 0.2 33.9 Intersection Summary HCM 6th Ctrl Delay 4.0 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2024 Background PM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)78 1263 2 944 18 0 71 Future Volume (vph)78 1263 2 944 18 0 71 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)103.0 103.0 103.0 103.0 17.0 17.0 17.0 17.0 Total Split (%)85.8% 85.8% 85.8% 85.8% 14.2% 14.2% 14.2%14% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)98.0 98.0 97.0 97.0 11.5 11.5 Actuated g/C Ratio 0.82 0.82 0.81 0.81 0.10 0.10 v/c Ratio 0.30 0.92 0.02 0.73 0.15 0.35 Control Delay 3.6 31.2 2.5 13.0 52.7 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.6 31.2 2.5 13.0 52.7 15.6 LOS A C A B D B Approach Delay 29.6 13.0 23.2 Approach LOS C B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 16.6 (14%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 22.5 Intersection LOS: C Intersection Capacity Utilization 79.9%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2024 Background PM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)78 1263 9 2 944 55 0 0 0 18 0 71 Future Volume (veh/h)78 1263 9 2 944 55 0 0 0 18 0 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 86 1388 10 2 1037 60 0 0 0 20 0 78 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 754 2535 18 581 2393 138 0 195 0 208 0 165 Arrive On Green 1.00 1.00 1.00 0.45 0.45 0.45 0.00 0.00 0.00 0.10 0.00 0.10 Sat Flow, veh/h 514 1855 13 386 1751 101 0 1870 0 1418 0 1585 Grp Volume(v), veh/h 86 0 1398 2 0 1097 0 0 0 20 0 78 Grp Sat Flow(s),veh/h/ln 514 0 1868 386 0 1852 0 1870 0 1418 0 1585 Q Serve(g_s), s 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 5.6 Cycle Q Clear(g_c), s 2.3 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 5.6 Prop In Lane 1.00 0.01 1.00 0.05 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 754 0 2553 581 0 2531 0 195 0 208 0 165 V/C Ratio(X)0.11 0.00 0.55 0.00 0.00 0.43 0.00 0.00 0.00 0.10 0.00 0.47 Avail Cap(c_a), veh/h 754 0 2553 581 0 2531 0 195 0 208 0 165 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.65 0.00 0.65 0.72 0.00 0.72 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 48.8 0.0 50.6 Incr Delay (d2), s/veh 0.2 0.0 0.6 0.0 0.0 0.4 0.0 0.0 0.0 0.9 0.0 9.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.4 0.0 0.0 0.3 0.0 0.0 0.0 0.6 0.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.0 0.6 0.0 0.0 0.4 0.0 0.0 0.0 49.8 0.0 60.0 LnGrp LOS A A A A A A A A A D A E Approach Vol, veh/h 1484 1099 0 98 Approach Delay, s/veh 0.5 0.4 0.0 57.9 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 18.0 172.0 18.0 172.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 13 * 98 11.5 97.0 Max Q Clear Time (g_c+I1), s 0.0 4.3 7.6 4.0 Green Ext Time (p_c), s 0.0 37.5 0.1 15.3 Intersection Summary HCM 6th Ctrl Delay 2.6 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2024 Total AM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)48 761 5 1360 37 5 97 Future Volume (vph)48 761 5 1360 37 5 97 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)23.0 23.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)103.0 103.0 103.0 103.0 17.0 17.0 17.0 17.0 Total Split (%)85.8% 85.8% 85.8% 85.8% 14.2% 14.2% 14.2%14% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)98.0 98.0 97.0 97.0 11.5 11.5 Actuated g/C Ratio 0.82 0.82 0.81 0.81 0.10 0.10 v/c Ratio 0.82 0.53 0.01 0.98 0.33 0.42 Control Delay 89.6 5.1 3.0 22.7 58.0 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 89.6 5.1 3.0 22.7 58.0 15.3 LOS F A A C E B Approach Delay 10.1 22.6 28.2 Approach LOS B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 15 (13%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 18.6 Intersection LOS: B Intersection Capacity Utilization 89.5%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2024 Total AM 2: Prospect Road & Summit View Drive 11/01/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)48 761 10 5 1360 39 0 0 0 37 5 97 Future Volume (veh/h)48 761 10 5 1360 39 0 0 0 37 5 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 801 11 5 1432 41 0 0 0 39 5 102 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 545 2515 35 967 2473 71 0 195 0 188 21 165 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.10 0.10 0.10 Sat Flow, veh/h 359 1841 25 672 1809 52 0 1870 0 1265 201 1585 Grp Volume(v), veh/h 51 0 812 5 0 1473 0 0 0 44 0 102 Grp Sat Flow(s),veh/h/ln 359 0 1866 672 0 1861 0 1870 0 1466 0 1585 Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 7.4 Cycle Q Clear(g_c), s 2.2 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 3.3 0.0 7.4 Prop In Lane 1.00 0.01 1.00 0.03 0.00 0.00 0.89 1.00 Lane Grp Cap(c), veh/h 545 0 2550 967 0 2543 0 195 0 209 0 165 V/C Ratio(X)0.09 0.00 0.32 0.01 0.00 0.58 0.00 0.00 0.00 0.21 0.00 0.62 Avail Cap(c_a), veh/h 545 0 2550 967 0 2543 0 195 0 209 0 165 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.70 0.00 0.70 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 49.6 0.0 51.5 Incr Delay (d2), s/veh 0.2 0.0 0.2 0.0 0.0 1.0 0.0 0.0 0.0 2.3 0.0 16.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.2 0.0 0.0 0.7 0.0 0.0 0.0 1.4 0.0 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.3 0.0 0.2 0.0 0.0 1.0 0.0 0.0 0.0 51.9 0.0 67.6 LnGrp LOS A A A A A A A A A D A E Approach Vol, veh/h 863 1478 0 146 Approach Delay, s/veh 0.2 1.0 0.0 62.8 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 18.0 172.0 18.0 172.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 13 * 98 11.5 97.0 Max Q Clear Time (g_c+I1), s 0.0 4.2 9.4 4.0 Green Ext Time (p_c), s 0.0 9.5 0.1 41.6 Intersection Summary HCM 6th Ctrl Delay 4.3 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2024 Total PM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)78 1321 2 978 31 0 71 Future Volume (vph)78 1321 2 978 31 0 71 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)103.0 103.0 103.0 103.0 17.0 17.0 17.0 17.0 Total Split (%)85.8% 85.8% 85.8% 85.8% 14.2% 14.2% 14.2%14% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)98.0 98.0 97.0 97.0 11.5 11.5 Actuated g/C Ratio 0.82 0.82 0.81 0.81 0.10 0.10 v/c Ratio 0.33 0.96 0.03 0.77 0.25 0.35 Control Delay 4.3 36.1 3.0 14.5 55.5 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.3 36.1 3.0 14.5 55.5 15.6 LOS A D A B E B Approach Delay 34.3 14.5 27.7 Approach LOS C B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 16.6 (14%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 26.0 Intersection LOS: C Intersection Capacity Utilization 83.0%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2024 Total PM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)78 1321 9 2 978 63 0 0 0 31 0 71 Future Volume (veh/h)78 1321 9 2 978 63 0 0 0 31 0 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 86 1452 10 2 1075 69 0 0 0 34 0 78 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 724 2536 17 550 2376 153 0 195 0 208 0 165 Arrive On Green 1.00 1.00 1.00 0.45 0.45 0.45 0.00 0.00 0.00 0.10 0.00 0.10 Sat Flow, veh/h 492 1855 13 363 1739 112 0 1870 0 1418 0 1585 Grp Volume(v), veh/h 86 0 1462 2 0 1144 0 0 0 34 0 78 Grp Sat Flow(s),veh/h/ln 492 0 1868 363 0 1850 0 1870 0 1418 0 1585 Q Serve(g_s), s 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.6 0.0 5.6 Cycle Q Clear(g_c), s 2.3 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.6 0.0 5.6 Prop In Lane 1.00 0.01 1.00 0.06 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 724 0 2553 550 0 2529 0 195 0 208 0 165 V/C Ratio(X)0.12 0.00 0.57 0.00 0.00 0.45 0.00 0.00 0.00 0.16 0.00 0.47 Avail Cap(c_a), veh/h 724 0 2553 550 0 2529 0 195 0 208 0 165 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.75 0.00 0.75 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 49.3 0.0 50.6 Incr Delay (d2), s/veh 0.3 0.0 0.7 0.0 0.0 0.6 0.0 0.0 0.0 1.7 0.0 9.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.5 0.0 0.0 0.4 0.0 0.0 0.0 1.0 0.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.3 0.0 0.7 0.0 0.0 0.6 0.0 0.0 0.0 51.0 0.0 60.0 LnGrp LOS A A A A A A A A A D A E Approach Vol, veh/h 1548 1146 0 112 Approach Delay, s/veh 0.7 0.6 0.0 57.3 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 18.0 172.0 18.0 172.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 13 * 98 11.5 97.0 Max Q Clear Time (g_c+I1), s 0.0 4.3 7.6 4.0 Green Ext Time (p_c), s 0.0 44.3 0.1 17.3 Intersection Summary HCM 6th Ctrl Delay 2.9 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2045 Background AM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)73 1298 8 2058 59 8 147 Future Volume (vph)73 1298 8 2058 59 8 147 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)23.0 23.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)103.0 103.0 103.0 103.0 17.0 17.0 17.0 17.0 Total Split (%)85.8% 85.8% 85.8% 85.8% 14.2% 14.2% 14.2%14% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)98.0 98.0 97.0 97.0 11.5 11.5 Actuated g/C Ratio 0.82 0.82 0.81 0.81 0.10 0.10 v/c Ratio 0.96 0.48 0.03 0.77 0.53 0.88 Control Delay 110.1 3.9 2.5 8.3 66.7 85.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 110.1 3.9 2.5 8.3 66.7 85.3 LOS F A A A E F Approach Delay 9.5 8.3 79.5 Approach LOS A A E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 15 (13%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 76.9%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2045 Background AM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)73 1298 16 8 2058 43 0 0 0 59 8 147 Future Volume (veh/h)73 1298 16 8 2058 43 0 0 0 59 8 147 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 1366 17 8 2166 45 0 0 0 62 8 92 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 296 4912 61 589 4866 101 0 195 0 188 21 165 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.10 0.10 0.10 Sat Flow, veh/h 175 3594 45 392 3560 74 0 1870 0 1265 202 1585 Grp Volume(v), veh/h 77 675 708 8 1077 1134 0 0 0 70 0 92 Grp Sat Flow(s),veh/h/ln 175 1777 1862 392 1777 1857 0 1870 0 1466 0 1585 Q Serve(g_s), s 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 6.6 Cycle Q Clear(g_c), s 3.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 5.3 0.0 6.6 Prop In Lane 1.00 0.02 1.00 0.04 0.00 0.00 0.89 1.00 Lane Grp Cap(c), veh/h 296 2428 2545 589 2428 2538 0 195 0 209 0 165 V/C Ratio(X)0.26 0.28 0.28 0.01 0.44 0.45 0.00 0.00 0.00 0.33 0.00 0.56 Avail Cap(c_a), veh/h 296 2428 2545 589 2428 2538 0 195 0 209 0 165 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.64 0.64 0.64 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.5 0.0 51.1 Incr Delay (d2), s/veh 1.4 0.2 0.2 0.0 0.6 0.6 0.0 0.0 0.0 4.3 0.0 12.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.1 0.1 0.0 0.4 0.4 0.0 0.0 0.0 2.2 0.0 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.4 0.2 0.2 0.1 0.6 0.6 0.0 0.0 0.0 54.8 0.0 64.0 LnGrp LOS A A A A A A A A A D A E Approach Vol, veh/h 1460 2219 0 162 Approach Delay, s/veh 0.2 0.6 0.0 60.0 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 18.0 172.0 18.0 172.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 13 * 98 11.5 97.0 Max Q Clear Time (g_c+I1), s 0.0 5.0 8.6 4.0 Green Ext Time (p_c), s 0.0 24.4 0.2 50.7 Intersection Summary HCM 6th Ctrl Delay 3.0 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2045 Background PM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)118 2071 3 1613 35 0 107 Future Volume (vph)118 2071 3 1613 35 0 107 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)101.0 101.0 101.0 101.0 19.0 19.0 19.0 19.0 Total Split (%)84.2% 84.2% 84.2% 84.2% 15.8% 15.8% 15.8%16% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)96.0 96.0 95.0 95.0 13.5 13.5 Actuated g/C Ratio 0.80 0.80 0.79 0.79 0.11 0.11 v/c Ratio 0.84 0.78 0.04 0.65 0.23 0.48 Control Delay 57.1 11.6 4.0 6.6 52.7 31.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.1 11.6 4.0 6.6 52.7 31.9 LOS E B A A D C Approach Delay 14.1 6.6 37.0 Approach LOS B A D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 16.6 (14%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 11.7 Intersection LOS: B Intersection Capacity Utilization 79.8%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2045 Background PM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)118 2071 14 3 1613 94 0 0 0 35 0 107 Future Volume (veh/h)118 2071 14 3 1613 94 0 0 0 35 0 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 124 2180 15 3 1698 99 0 0 0 37 0 50 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 410 4884 34 297 4609 267 0 226 0 231 0 192 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.12 0.00 0.12 Sat Flow, veh/h 263 3618 25 178 3414 198 0 1870 0 1418 0 1585 Grp Volume(v), veh/h 124 1069 1126 3 878 919 0 0 0 37 0 50 Grp Sat Flow(s),veh/h/ln 263 1777 1866 178 1777 1835 0 1870 0 1418 0 1585 Q Serve(g_s), s 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.8 0.0 3.4 Cycle Q Clear(g_c), s 3.1 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.8 0.0 3.4 Prop In Lane 1.00 0.01 1.00 0.11 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 410 2399 2519 297 2399 2477 0 226 0 231 0 192 V/C Ratio(X)0.30 0.45 0.45 0.01 0.37 0.37 0.00 0.00 0.00 0.16 0.00 0.26 Avail Cap(c_a), veh/h 410 2399 2519 297 2399 2477 0 226 0 231 0 192 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.64 0.64 0.64 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 47.6 0.0 47.9 Incr Delay (d2), s/veh 1.2 0.4 0.4 0.1 0.4 0.4 0.0 0.0 0.0 1.5 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.3 0.3 0.0 0.3 0.3 0.0 0.0 0.0 1.1 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.2 0.4 0.4 0.1 0.4 0.4 0.0 0.0 0.0 49.1 0.0 51.2 LnGrp LOS A A A A A A A A A D A D Approach Vol, veh/h 2319 1800 0 87 Approach Delay, s/veh 0.4 0.4 0.0 50.3 Approach LOS A A D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 20.0 170.0 20.0 170.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 15 * 96 13.5 95.0 Max Q Clear Time (g_c+I1), s 0.0 5.1 5.4 4.0 Green Ext Time (p_c), s 0.0 60.2 0.1 29.0 Intersection Summary HCM 6th Ctrl Delay 1.5 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2045 Total AM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)73 1315 8 2113 63 8 147 Future Volume (vph)73 1315 8 2113 63 8 147 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)23.0 23.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)103.0 103.0 103.0 103.0 17.0 17.0 17.0 17.0 Total Split (%)85.8% 85.8% 85.8% 85.8% 14.2% 14.2% 14.2%14% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)98.0 98.0 97.0 97.0 11.5 11.5 Actuated g/C Ratio 0.82 0.82 0.81 0.81 0.10 0.10 v/c Ratio 1.10 0.49 0.03 0.80 0.56 0.88 Control Delay 158.9 4.0 2.4 6.7 68.5 87.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 158.9 4.0 2.4 6.7 68.5 87.0 LOS F A A A E F Approach Delay 12.0 6.7 81.0 Approach LOS B A F Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 15 (13%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 78.9%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2045 Total AM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)73 1315 16 8 2113 56 0 0 0 63 8 147 Future Volume (veh/h)73 1315 16 8 2113 56 0 0 0 63 8 147 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 1384 17 8 2224 59 0 0 0 66 8 92 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 280 4913 60 579 4834 128 0 195 0 189 20 165 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.10 0.10 0.10 Sat Flow, veh/h 163 3595 44 385 3537 93 0 1870 0 1273 191 1585 Grp Volume(v), veh/h 77 684 717 8 1112 1171 0 0 0 74 0 92 Grp Sat Flow(s),veh/h/ln 163 1777 1862 385 1777 1854 0 1870 0 1464 0 1585 Q Serve(g_s), s 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.4 0.0 6.6 Cycle Q Clear(g_c), s 3.1 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 5.7 0.0 6.6 Prop In Lane 1.00 0.02 1.00 0.05 0.00 0.00 0.89 1.00 Lane Grp Cap(c), veh/h 280 2428 2545 579 2428 2533 0 195 0 209 0 165 V/C Ratio(X)0.28 0.28 0.28 0.01 0.46 0.46 0.00 0.00 0.00 0.35 0.00 0.56 Avail Cap(c_a), veh/h 280 2428 2545 579 2428 2533 0 195 0 209 0 165 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.63 0.63 0.63 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.7 0.0 51.1 Incr Delay (d2), s/veh 1.5 0.2 0.2 0.0 0.6 0.6 0.0 0.0 0.0 4.6 0.0 12.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.1 0.1 0.0 0.4 0.4 0.0 0.0 0.0 2.4 0.0 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.5 0.2 0.2 0.1 0.6 0.6 0.0 0.0 0.0 55.3 0.0 64.0 LnGrp LOS A A A A A A A A A E A E Approach Vol, veh/h 1478 2291 0 166 Approach Delay, s/veh 0.3 0.6 0.0 60.1 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 18.0 172.0 18.0 172.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 13 * 98 11.5 97.0 Max Q Clear Time (g_c+I1), s 0.0 5.1 8.6 4.0 Green Ext Time (p_c), s 0.0 25.8 0.2 55.1 Intersection Summary HCM 6th Ctrl Delay 3.0 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2045 Total PM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBL SBT SBR Ø2 Lane Configurations Traffic Volume (vph)118 2129 3 1647 48 0 107 Future Volume (vph)118 2129 3 1647 48 0 107 Turn Type Perm NA Perm NA Perm NA Perm Protected Phases 4 8 6 2 Permitted Phases 4 8 6 6 Detector Phase 4 4 8 8 6 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 24.0 24.0 10.5 10.5 10.5 16.5 Total Split (s)103.0 103.0 103.0 103.0 17.0 17.0 17.0 17.0 Total Split (%)85.8% 85.8% 85.8% 85.8% 14.2% 14.2% 14.2%14% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 5.5 5.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max Max Max Max Max Act Effct Green (s)98.0 98.0 97.0 97.0 11.5 11.5 Actuated g/C Ratio 0.82 0.82 0.81 0.81 0.10 0.10 v/c Ratio 0.85 0.78 0.04 0.65 0.38 0.55 Control Delay 57.4 11.5 1.7 2.9 59.6 35.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.4 11.5 1.7 2.9 59.6 35.7 LOS E B A A E D Approach Delay 13.9 2.9 43.2 Approach LOS B A D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 16.6 (14%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 10.4 Intersection LOS: B Intersection Capacity Utilization 81.4%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Prospect Road & Summit View Drive HCM 6th Signalized Intersection Summary 2045 Total PM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)118 2129 14 3 1647 102 0 0 0 48 0 107 Future Volume (veh/h)118 2129 14 3 1647 102 0 0 0 48 0 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 124 2241 15 3 1734 107 0 0 0 51 0 50 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 400 4945 33 286 4649 284 0 195 0 208 0 165 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.10 0.00 0.10 Sat Flow, veh/h 252 3619 24 167 3402 208 0 1870 0 1418 0 1585 Grp Volume(v), veh/h 124 1099 1157 3 899 942 0 0 0 51 0 50 Grp Sat Flow(s),veh/h/ln 252 1777 1866 167 1777 1833 0 1870 0 1418 0 1585 Q Serve(g_s), s 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 3.5 Cycle Q Clear(g_c), s 3.1 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 3.5 Prop In Lane 1.00 0.01 1.00 0.11 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 400 2428 2550 286 2428 2505 0 195 0 208 0 165 V/C Ratio(X)0.31 0.45 0.45 0.01 0.37 0.38 0.00 0.00 0.00 0.25 0.00 0.30 Avail Cap(c_a), veh/h 400 2428 2550 286 2428 2505 0 195 0 208 0 165 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.61 0.61 0.61 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 49.9 0.0 49.7 Incr Delay (d2), s/veh 1.2 0.4 0.4 0.1 0.4 0.4 0.0 0.0 0.0 2.8 0.0 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.3 0.3 0.0 0.3 0.3 0.0 0.0 0.0 1.6 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.3 0.4 0.4 0.1 0.4 0.4 0.0 0.0 0.0 52.7 0.0 54.4 LnGrp LOS A A A A A A A A A D A D Approach Vol, veh/h 2380 1844 0 101 Approach Delay, s/veh 0.4 0.4 0.0 53.6 Approach LOS A A D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 18.0 172.0 18.0 172.0 Change Period (Y+Rc), s * 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s * 13 * 98 11.5 97.0 Max Q Clear Time (g_c+I1), s 0.0 5.1 6.0 4.0 Green Ext Time (p_c), s 0.0 64.6 0.1 31.1 Intersection Summary HCM 6th Ctrl Delay 1.7 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Timings 2022 Existing AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)32 706 12 1230 10 1 9 0 Future Volume (vph)32 706 12 1230 10 1 9 0 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)16.0 88.0 16.0 88.0 16.0 16.0 16.0 16.0 Total Split (%)13.3% 73.3% 13.3% 73.3% 13.3% 13.3% 13.3% 13.3% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Act Effct Green (s)97.2 94.7 95.8 92.3 11.0 11.0 Actuated g/C Ratio 0.81 0.79 0.80 0.77 0.09 0.09 v/c Ratio 0.23 0.51 0.02 0.93 0.13 0.27 Control Delay 8.5 6.9 2.1 25.6 39.8 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.5 6.9 2.1 25.6 39.8 13.2 LOS A A A C D B Approach Delay 7.0 25.4 39.8 13.2 Approach LOS A C D B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 18.7 Intersection LOS: B Intersection Capacity Utilization 78.9%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2022 Existing AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)32 706 3 12 1230 28 10 1 7 9 0 43 Future Volume (veh/h)32 706 3 12 1230 28 10 1 7 9 0 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 743 3 13 1295 29 11 1 7 9 0 45 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 174 1431 6 626 1376 31 119 20 53 47 12 121 Arrive On Green 0.06 1.00 1.00 0.01 0.76 0.76 0.09 0.09 0.09 0.09 0.00 0.09 Sat Flow, veh/h 1781 1861 8 1781 1822 41 777 216 579 133 132 1324 Grp Volume(v), veh/h 34 0 746 13 0 1324 19 0 0 54 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1869 1781 0 1863 1572 0 0 1588 0 0 Q Serve(g_s), s 0.5 0.0 0.0 0.2 0.0 72.2 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.5 0.0 0.0 0.2 0.0 72.2 1.2 0.0 0.0 3.7 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.58 0.37 0.17 0.83 Lane Grp Cap(c), veh/h 174 0 1437 626 0 1407 191 0 0 181 0 0 V/C Ratio(X)0.20 0.00 0.52 0.02 0.00 0.94 0.10 0.00 0.00 0.30 0.00 0.00 Avail Cap(c_a), veh/h 287 0 1437 763 0 1407 191 0 0 181 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.83 0.00 0.83 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.7 0.0 0.0 3.2 0.0 12.4 50.0 0.0 0.0 51.2 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 1.1 0.0 0.0 13.5 1.0 0.0 0.0 4.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.4 0.1 0.0 29.4 0.6 0.0 0.0 1.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.1 0.0 1.1 3.2 0.0 26.0 51.1 0.0 0.0 55.4 0.0 0.0 LnGrp LOS C A A A A C D A A E A A Approach Vol, veh/h 780 1337 19 54 Approach Delay, s/veh 2.2 25.8 51.1 55.4 Approach LOS A C D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 16.0 6.8 97.2 16.0 8.4 95.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 11.0 83.0 11.0 11.0 83.0 Max Q Clear Time (g_c+I1), s 3.2 2.2 2.0 5.7 2.5 74.2 Green Ext Time (p_c), s 0.0 0.0 6.7 0.1 0.0 6.8 Intersection Summary HCM 6th Ctrl Delay 18.3 HCM 6th LOS B Timings 2022 Existing PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)27 1196 12 866 7 0 23 1 Future Volume (vph)27 1196 12 866 7 0 23 1 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)14.0 89.0 14.0 89.0 17.0 17.0 17.0 17.0 Total Split (%)11.7% 74.2% 11.7% 74.2% 14.2% 14.2% 14.2% 14.2% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Act Effct Green (s)96.1 93.7 94.8 91.4 12.0 12.0 Actuated g/C Ratio 0.80 0.78 0.79 0.76 0.10 0.10 v/c Ratio 0.08 0.89 0.08 0.67 0.11 0.46 Control Delay 0.9 9.5 3.2 10.9 1.0 24.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.9 9.5 3.2 10.9 1.0 24.7 LOS A A A B A C Approach Delay 9.3 10.8 1.0 24.7 Approach LOS A B A C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 75 (63%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 10.5 Intersection LOS: B Intersection Capacity Utilization 78.1%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2022 Existing PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)27 1196 2 12 866 18 7 0 13 23 1 71 Future Volume (veh/h)27 1196 2 12 866 18 7 0 13 23 1 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.94 0.95 0.99 0.72 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 1286 2 13 931 19 8 0 14 25 1 76 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 374 1419 2 405 1356 28 84 17 104 64 14 117 Arrive On Green 0.05 1.00 1.00 0.01 0.75 0.75 0.10 0.00 0.10 0.10 0.10 0.10 Sat Flow, veh/h 1781 1867 3 1781 1810 37 430 166 1043 265 136 1170 Grp Volume(v), veh/h 29 0 1288 13 0 950 22 0 0 102 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1870 1781 0 1846 1640 0 0 1571 0 0 Q Serve(g_s), s 0.4 0.0 0.0 0.2 0.0 31.9 0.0 0.0 0.0 3.8 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 0.0 0.2 0.0 31.9 1.4 0.0 0.0 7.4 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.36 0.64 0.25 0.75 Lane Grp Cap(c), veh/h 374 0 1422 405 0 1383 205 0 0 194 0 0 V/C Ratio(X)0.08 0.00 0.91 0.03 0.00 0.69 0.11 0.00 0.00 0.52 0.00 0.00 Avail Cap(c_a), veh/h 461 0 1422 512 0 1383 205 0 0 194 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.35 0.00 0.35 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.4 0.0 0.0 3.4 0.0 7.8 49.2 0.0 0.0 51.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 3.9 0.0 0.0 2.8 1.1 0.0 0.0 9.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 1.5 0.1 0.0 11.8 0.7 0.0 0.0 3.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.4 0.0 3.9 3.4 0.0 10.6 50.3 0.0 0.0 61.6 0.0 0.0 LnGrp LOS A A A A A B D A A E A A Approach Vol, veh/h 1317 963 22 102 Approach Delay, s/veh 4.0 10.5 50.3 61.6 Approach LOS A B D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.0 6.8 96.2 17.0 8.1 94.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 9.0 84.0 12.0 9.0 84.0 Max Q Clear Time (g_c+I1), s 3.4 2.2 2.0 9.4 2.4 33.9 Green Ext Time (p_c), s 0.0 0.0 24.3 0.1 0.0 10.4 Intersection Summary HCM 6th Ctrl Delay 9.5 HCM 6th LOS A Timings 2024 Background AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)33 735 12 1280 10 1 9 0 Future Volume (vph)33 735 12 1280 10 1 9 0 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)16.0 88.0 16.0 88.0 16.0 16.0 16.0 16.0 Total Split (%)13.3% 73.3% 13.3% 73.3% 13.3% 13.3% 13.3% 13.3% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Act Effct Green (s)97.2 94.7 95.8 92.3 11.0 11.0 Actuated g/C Ratio 0.81 0.79 0.80 0.77 0.09 0.09 v/c Ratio 0.23 0.53 0.03 0.96 0.13 0.28 Control Delay 8.4 6.9 2.1 31.7 39.7 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.4 6.9 2.1 31.7 39.7 14.1 LOS A A A C D B Approach Delay 7.0 31.4 39.7 14.1 Approach LOS A C D B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 22.4 Intersection LOS: C Intersection Capacity Utilization 81.6%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2024 Background AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)33 735 3 12 1280 29 10 1 7 9 0 45 Future Volume (veh/h)33 735 3 12 1280 29 10 1 7 9 0 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 35 774 3 13 1347 31 11 1 7 9 0 47 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 134 1431 6 610 1374 32 119 20 53 47 12 122 Arrive On Green 0.06 1.00 1.00 0.01 0.75 0.75 0.09 0.09 0.09 0.09 0.00 0.09 Sat Flow, veh/h 1781 1862 7 1781 1821 42 779 216 581 128 127 1333 Grp Volume(v), veh/h 35 0 777 13 0 1378 19 0 0 56 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1869 1781 0 1863 1576 0 0 1588 0 0 Q Serve(g_s), s 0.5 0.0 0.0 0.2 0.0 83.7 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.5 0.0 0.0 0.2 0.0 83.7 1.2 0.0 0.0 3.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.58 0.37 0.16 0.84 Lane Grp Cap(c), veh/h 134 0 1437 610 0 1406 192 0 0 180 0 0 V/C Ratio(X)0.26 0.00 0.54 0.02 0.00 0.98 0.10 0.00 0.00 0.31 0.00 0.00 Avail Cap(c_a), veh/h 246 0 1437 747 0 1406 192 0 0 180 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.83 0.00 0.83 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.7 0.0 0.0 3.2 0.0 13.9 50.0 0.0 0.0 51.3 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 1.2 0.0 0.0 19.7 1.0 0.0 0.0 4.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.5 0.1 0.0 35.8 0.6 0.0 0.0 1.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.6 0.0 1.2 3.2 0.0 33.6 51.1 0.0 0.0 55.7 0.0 0.0 LnGrp LOS C A A A A C D A A E A A Approach Vol, veh/h 812 1391 19 56 Approach Delay, s/veh 2.7 33.3 51.1 55.7 Approach LOS A C D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 16.0 6.8 97.2 16.0 8.4 95.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 11.0 83.0 11.0 11.0 83.0 Max Q Clear Time (g_c+I1), s 3.2 2.2 2.0 5.9 2.5 85.7 Green Ext Time (p_c), s 0.0 0.0 7.2 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C Timings 2024 Background PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)28 1244 12 901 7 0 24 1 Future Volume (vph)28 1244 12 901 7 0 24 1 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)14.0 89.0 14.0 89.0 17.0 17.0 17.0 17.0 Total Split (%)11.7% 74.2% 11.7% 74.2% 14.2% 14.2% 14.2% 14.2% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Act Effct Green (s)96.1 93.7 94.8 91.4 12.0 12.0 Actuated g/C Ratio 0.80 0.78 0.79 0.76 0.10 0.10 v/c Ratio 0.08 0.92 0.09 0.70 0.11 0.48 Control Delay 0.9 11.2 3.4 11.6 1.1 24.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.9 11.2 3.4 11.6 1.1 24.8 LOS A B A B A C Approach Delay 11.0 11.5 1.1 24.8 Approach LOS B B A C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 75 (63%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 11.7 Intersection LOS: B Intersection Capacity Utilization 81.0%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2024 Background PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)28 1244 2 12 901 19 7 0 14 24 1 74 Future Volume (veh/h)28 1244 2 12 901 19 7 0 14 24 1 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.94 0.95 0.99 0.72 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 1338 2 13 969 20 8 0 15 26 1 80 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 353 1419 2 389 1354 28 81 17 107 64 13 117 Arrive On Green 0.05 1.00 1.00 0.01 0.75 0.75 0.10 0.00 0.10 0.10 0.10 0.10 Sat Flow, veh/h 1781 1867 3 1781 1809 37 402 168 1069 266 130 1173 Grp Volume(v), veh/h 30 0 1340 13 0 989 23 0 0 107 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1870 1781 0 1846 1639 0 0 1570 0 0 Q Serve(g_s), s 0.5 0.0 0.0 0.2 0.0 34.8 0.0 0.0 0.0 4.3 0.0 0.0 Cycle Q Clear(g_c), s 0.5 0.0 0.0 0.2 0.0 34.8 1.5 0.0 0.0 7.8 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.35 0.65 0.24 0.75 Lane Grp Cap(c), veh/h 353 0 1422 389 0 1382 204 0 0 194 0 0 V/C Ratio(X)0.09 0.00 0.94 0.03 0.00 0.72 0.11 0.00 0.00 0.55 0.00 0.00 Avail Cap(c_a), veh/h 440 0 1422 497 0 1382 204 0 0 194 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.27 0.00 0.27 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.2 0.0 0.0 3.4 0.0 8.2 49.3 0.0 0.0 52.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 4.7 0.0 0.0 3.2 1.1 0.0 0.0 10.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 1.9 0.1 0.0 12.9 0.7 0.0 0.0 3.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.2 0.0 4.7 3.4 0.0 11.4 50.4 0.0 0.0 62.8 0.0 0.0 LnGrp LOS A A A A A B D A A E A A Approach Vol, veh/h 1370 1002 23 107 Approach Delay, s/veh 4.8 11.3 50.4 62.8 Approach LOS A B D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.0 6.8 96.2 17.0 8.2 94.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 9.0 84.0 12.0 9.0 84.0 Max Q Clear Time (g_c+I1), s 3.5 2.2 2.0 9.8 2.5 36.8 Green Ext Time (p_c), s 0.0 0.0 27.8 0.1 0.0 11.2 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B Timings 2024 Total AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)54 735 12 1284 10 1 22 0 Future Volume (vph)54 735 12 1284 10 1 22 0 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)16.0 88.0 16.0 88.0 16.0 16.0 16.0 16.0 Total Split (%)13.3% 73.3% 13.3% 73.3% 13.3% 13.3% 13.3% 13.3% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Act Effct Green (s)97.6 94.7 94.2 89.7 11.0 11.0 Actuated g/C Ratio 0.81 0.79 0.78 0.75 0.09 0.09 v/c Ratio 0.36 0.53 0.03 1.00 0.13 0.36 Control Delay 14.2 6.7 2.2 40.4 39.6 19.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 6.7 2.2 40.4 39.6 19.9 LOS B A A D D B Approach Delay 7.2 40.0 39.6 19.9 Approach LOS A D D B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 27.6 Intersection LOS: C Intersection Capacity Utilization 81.9%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2024 Total AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)54 735 3 12 1284 29 10 1 7 22 0 45 Future Volume (veh/h)54 735 3 12 1284 29 10 1 7 22 0 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 57 774 3 13 1352 31 11 1 7 23 0 47 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 131 1431 6 605 1362 31 121 20 54 72 15 96 Arrive On Green 0.07 1.00 1.00 0.01 0.75 0.75 0.09 0.09 0.09 0.09 0.00 0.09 Sat Flow, veh/h 1781 1862 7 1781 1821 42 799 218 593 349 165 1052 Grp Volume(v), veh/h 57 0 777 13 0 1383 19 0 0 70 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1869 1781 0 1863 1610 0 0 1566 0 0 Q Serve(g_s), s 0.9 0.0 0.0 0.2 0.0 87.2 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 0.9 0.0 0.0 0.2 0.0 87.2 1.2 0.0 0.0 4.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.58 0.37 0.33 0.67 Lane Grp Cap(c), veh/h 131 0 1437 605 0 1393 195 0 0 183 0 0 V/C Ratio(X)0.43 0.00 0.54 0.02 0.00 0.99 0.10 0.00 0.00 0.38 0.00 0.00 Avail Cap(c_a), veh/h 232 0 1437 743 0 1393 195 0 0 183 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 34.9 0.0 0.0 3.4 0.0 14.8 50.0 0.0 0.0 51.7 0.0 0.0 Incr Delay (d2), s/veh 2.2 0.0 1.5 0.0 0.0 22.4 1.0 0.0 0.0 5.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.6 0.1 0.0 38.3 0.6 0.0 0.0 2.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.2 0.0 1.5 3.4 0.0 37.2 51.0 0.0 0.0 57.6 0.0 0.0 LnGrp LOS D A A A A D D A A E A A Approach Vol, veh/h 834 1396 19 70 Approach Delay, s/veh 3.9 36.9 51.0 57.6 Approach LOS A D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 16.0 6.8 97.2 16.0 9.3 94.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 11.0 83.0 11.0 11.0 83.0 Max Q Clear Time (g_c+I1), s 3.2 2.2 2.0 6.9 2.9 89.2 Green Ext Time (p_c), s 0.0 0.0 7.2 0.1 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C Timings 2024 Total PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)99 1244 12 914 7 0 32 1 Future Volume (vph)99 1244 12 914 7 0 32 1 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)14.0 89.0 14.0 89.0 17.0 17.0 17.0 17.0 Total Split (%)11.7% 74.2% 11.7% 74.2% 14.2% 14.2% 14.2% 14.2% Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Act Effct Green (s)96.7 93.7 91.8 86.1 12.0 12.0 Actuated g/C Ratio 0.81 0.78 0.76 0.72 0.10 0.10 v/c Ratio 0.33 0.92 0.09 0.75 0.11 0.53 Control Delay 1.7 10.7 3.6 15.1 1.1 29.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1.7 10.7 3.6 15.1 1.1 29.6 LOS A B A B A C Approach Delay 10.1 15.0 1.1 29.6 Approach LOS B B A C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 75 (63%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 90.3%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2024 Total PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)99 1244 2 12 914 19 7 0 14 32 1 74 Future Volume (veh/h)99 1244 2 12 914 19 7 0 14 32 1 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.94 0.95 0.99 0.71 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 106 1338 2 13 983 20 8 0 15 34 1 80 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 354 1419 2 383 1329 27 80 17 106 74 13 108 Arrive On Green 0.08 1.00 1.00 0.01 0.73 0.73 0.10 0.00 0.10 0.10 0.10 0.10 Sat Flow, veh/h 1781 1867 3 1781 1809 37 396 168 1058 349 125 1084 Grp Volume(v), veh/h 106 0 1340 13 0 1003 23 0 0 115 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1870 1781 0 1846 1622 0 0 1558 0 0 Q Serve(g_s), s 1.7 0.0 0.0 0.2 0.0 37.9 0.0 0.0 0.0 5.8 0.0 0.0 Cycle Q Clear(g_c), s 1.7 0.0 0.0 0.2 0.0 37.9 1.5 0.0 0.0 8.5 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.35 0.65 0.30 0.70 Lane Grp Cap(c), veh/h 354 0 1422 383 0 1356 203 0 0 195 0 0 V/C Ratio(X)0.30 0.00 0.94 0.03 0.00 0.74 0.11 0.00 0.00 0.59 0.00 0.00 Avail Cap(c_a), veh/h 416 0 1422 491 0 1356 203 0 0 195 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.2 0.0 0.0 3.8 0.0 9.3 49.3 0.0 0.0 52.4 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 13.6 0.0 0.0 3.7 1.1 0.0 0.0 12.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 5.4 0.1 0.0 14.5 0.7 0.0 0.0 4.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.7 0.0 13.6 3.8 0.0 12.9 50.4 0.0 0.0 64.9 0.0 0.0 LnGrp LOS B A B A A B D A A E A A Approach Vol, veh/h 1446 1016 23 115 Approach Delay, s/veh 13.4 12.8 50.4 64.9 Approach LOS B B D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.0 6.8 96.2 17.0 9.9 93.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 9.0 84.0 12.0 9.0 84.0 Max Q Clear Time (g_c+I1), s 3.5 2.2 2.0 10.5 3.7 39.9 Green Ext Time (p_c), s 0.0 0.0 27.8 0.1 0.1 11.4 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B Timings 2045 Background AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR Lane Configurations Traffic Volume (vph)230 1113 5 19 1940 335 16 2 11 259 153 Future Volume (vph)230 1113 5 19 1940 335 16 2 11 259 153 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 9.5 10.0 10.0 9.5 10.0 Total Split (s)18.0 88.8 88.8 10.0 80.8 80.8 9.5 10.0 10.0 11.2 11.7 Total Split (%)15.0% 74.0% 74.0%8.3% 67.3% 67.3%7.9%8.3%8.3%9.3%9.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.5 1.0 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 4.5 5.0 5.0 4.5 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Act Effct Green (s)93.8 89.8 89.8 80.8 75.8 75.8 10.5 5.0 5.0 15.6 12.4 Actuated g/C Ratio 0.78 0.75 0.75 0.67 0.63 0.63 0.09 0.04 0.04 0.13 0.10 v/c Ratio 0.95 0.44 0.00 0.06 0.91 0.32 0.06 0.03 0.06 0.86 0.53 Control Delay 79.0 6.8 0.0 4.0 27.1 2.7 45.5 56.0 0.5 74.2 16.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.0 6.8 0.0 4.0 27.1 2.7 45.5 56.0 0.5 74.2 16.3 LOS E A A A C A D E A E B Approach Delay 19.1 23.3 28.8 Approach LOS B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 24.9 Intersection LOS: C Intersection Capacity Utilization 92.9%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2045 Background AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)230 1113 5 19 1940 335 16 2 11 259 0 153 Future Volume (veh/h)230 1113 5 19 1940 335 16 2 11 259 0 153 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 242 1172 5 20 2042 290 17 2 12 273 0 98 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 268 2558 1141 373 2259 1008 287 78 66 423 149 126 Arrive On Green 0.10 0.72 0.72 0.02 0.64 0.64 0.02 0.04 0.04 0.06 0.00 0.08 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 3456 1870 1585 Grp Volume(v), veh/h 242 1172 5 20 2042 290 17 2 12 273 0 98 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1728 1870 1585 Q Serve(g_s), s 10.5 16.6 0.1 0.5 59.1 9.8 0.6 0.1 0.9 6.7 0.0 7.3 Cycle Q Clear(g_c), s 10.5 16.6 0.1 0.5 59.1 9.8 0.6 0.1 0.9 6.7 0.0 7.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 268 2558 1141 373 2259 1008 287 78 66 423 149 126 V/C Ratio(X)0.90 0.46 0.00 0.05 0.90 0.29 0.06 0.03 0.18 0.64 0.00 0.78 Avail Cap(c_a), veh/h 275 2558 1141 411 2259 1008 369 78 66 423 149 126 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.3 7.0 4.7 7.4 18.7 9.7 53.3 55.2 55.5 51.8 0.0 54.2 Incr Delay (d2), s/veh 30.0 0.6 0.0 0.1 6.5 0.7 0.1 0.6 6.0 3.4 0.0 36.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.3 5.9 0.0 0.2 24.3 3.5 0.2 0.1 0.5 4.2 0.0 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.3 7.6 4.7 7.4 25.2 10.5 53.4 55.8 61.5 55.1 0.0 90.8 LnGrp LOS E A A A C B D E E E A F Approach Vol, veh/h 1419 2352 31 371 Approach Delay, s/veh 18.3 23.3 56.7 64.6 Approach LOS B C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.2 10.0 7.4 91.4 6.7 14.5 17.5 81.3 Change Period (Y+Rc), s 4.5 5.0 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.7 5.0 5.0 83.8 5.0 6.7 13.0 75.8 Max Q Clear Time (g_c+I1), s 8.7 2.9 2.5 18.6 2.6 9.3 12.5 61.1 Green Ext Time (p_c), s 0.0 0.0 0.0 12.4 0.0 0.0 0.0 12.6 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C Timings 2045 Background PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)208 1886 3 19 1366 470 11 20 546 2 305 Future Volume (vph)208 1886 3 19 1366 470 11 20 546 2 305 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 9.5 10.0 9.5 10.0 10.0 Total Split (s)19.0 78.0 78.0 10.0 69.0 69.0 9.5 10.0 22.0 22.5 22.5 Total Split (%)15.8% 65.0% 65.0%8.3% 57.5% 57.5%7.9%8.3% 18.3% 18.8% 18.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.5 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max None Max Max Act Effct Green (s)83.0 79.0 79.0 70.5 65.5 65.5 10.5 5.0 27.5 23.2 23.2 Actuated g/C Ratio 0.69 0.66 0.66 0.59 0.55 0.55 0.09 0.04 0.23 0.19 0.19 v/c Ratio 0.83 0.85 0.00 0.14 0.74 0.46 0.04 0.08 0.89 0.01 0.68 Control Delay 51.3 21.7 0.0 9.2 24.2 3.4 37.5 0.7 60.7 43.0 24.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.3 21.7 0.0 9.2 24.2 3.4 37.5 0.7 60.7 43.0 24.9 LOS D C A A C A D A E D C Approach Delay 24.6 18.8 47.9 Approach LOS C B D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 26.4 Intersection LOS: C Intersection Capacity Utilization 91.0%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2045 Background PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)208 1886 3 19 1366 470 11 0 20 546 2 305 Future Volume (veh/h)208 1886 3 19 1366 470 11 0 20 546 2 305 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.98 0.94 1.00 0.64 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 219 1985 3 20 1438 432 12 0 21 575 2 258 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 250 2238 939 131 2075 589 258 78 66 736 325 275 Arrive On Green 0.07 0.63 0.63 0.02 0.58 0.58 0.01 0.00 0.04 0.15 0.17 0.17 Sat Flow, veh/h 1781 3554 1491 1781 3554 1008 3456 1870 1585 3456 1870 1585 Grp Volume(v), veh/h 219 1985 3 20 1438 432 12 0 21 575 2 258 Grp Sat Flow(s),veh/h/ln 1781 1777 1491 1781 1777 1008 1728 1870 1585 1728 1870 1585 Q Serve(g_s), s 5.6 56.2 0.1 0.5 33.9 37.4 0.4 0.0 1.5 17.5 0.1 19.3 Cycle Q Clear(g_c), s 5.6 56.2 0.1 0.5 33.9 37.4 0.4 0.0 1.5 17.5 0.1 19.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 250 2238 939 131 2075 589 258 78 66 736 325 275 V/C Ratio(X)0.88 0.89 0.00 0.15 0.69 0.73 0.05 0.00 0.32 0.78 0.01 0.94 Avail Cap(c_a), veh/h 340 2238 939 169 2075 589 354 78 66 736 325 275 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.3 18.6 8.2 21.3 17.4 18.2 53.7 0.0 55.8 45.8 41.0 48.9 Incr Delay (d2), s/veh 17.3 5.7 0.0 0.5 1.9 7.9 0.1 0.0 12.2 5.4 0.0 40.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 23.0 0.0 0.3 13.8 9.6 0.2 0.0 0.8 8.7 0.1 10.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.6 24.3 8.2 21.8 19.4 26.1 53.8 0.0 68.1 51.2 41.0 89.1 LnGrp LOS D C A C B C D A E D D F Approach Vol, veh/h 2207 1890 33 835 Approach Delay, s/veh 25.9 20.9 62.9 62.9 Approach LOS C C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.0 10.0 7.4 80.6 6.1 25.9 12.9 75.1 Change Period (Y+Rc), s 4.5 5.0 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.5 5.0 5.0 73.0 5.0 17.5 14.0 64.0 Max Q Clear Time (g_c+I1), s 19.5 3.5 2.5 58.2 2.4 21.3 7.6 39.4 Green Ext Time (p_c), s 0.0 0.0 0.0 12.0 0.0 0.0 0.3 15.8 Intersection Summary HCM 6th Ctrl Delay 30.5 HCM 6th LOS C Timings 2045 Total AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR Lane Configurations Traffic Volume (vph)234 1126 5 19 1944 335 16 2 11 259 154 Future Volume (vph)234 1126 5 19 1944 335 16 2 11 259 154 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 9.5 10.0 10.0 9.5 10.0 Total Split (s)18.0 88.8 88.8 10.0 80.8 80.8 9.5 10.0 10.0 11.2 11.7 Total Split (%)15.0% 74.0% 74.0%8.3% 67.3% 67.3%7.9%8.3%8.3%9.3%9.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.5 1.0 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 4.5 5.0 5.0 4.5 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Act Effct Green (s)93.8 89.8 89.8 80.8 75.8 75.8 10.5 5.0 5.0 15.6 12.4 Actuated g/C Ratio 0.78 0.75 0.75 0.67 0.63 0.63 0.09 0.04 0.04 0.13 0.10 v/c Ratio 0.96 0.45 0.00 0.06 0.92 0.32 0.06 0.03 0.06 0.86 0.53 Control Delay 77.1 7.2 0.0 4.0 27.2 2.7 45.5 56.0 0.5 74.2 16.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.1 7.2 0.0 4.0 27.2 2.7 45.5 56.0 0.5 74.2 16.6 LOS E A A A C A D E A E B Approach Delay 19.1 23.5 28.8 Approach LOS B C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 25.0 Intersection LOS: C Intersection Capacity Utilization 93.3%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2045 Total AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)234 1126 5 19 1944 335 16 2 11 259 0 154 Future Volume (veh/h)234 1126 5 19 1944 335 16 2 11 259 0 154 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 246 1185 5 20 2046 290 17 2 12 273 0 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 273 2558 1141 330 2246 1002 287 78 66 423 149 126 Arrive On Green 0.07 0.48 0.48 0.02 0.63 0.63 0.02 0.04 0.04 0.06 0.00 0.08 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 3456 1870 1585 Grp Volume(v), veh/h 246 1185 5 20 2046 290 17 2 12 273 0 99 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1728 1870 1585 Q Serve(g_s), s 11.0 26.7 0.2 0.5 59.9 9.9 0.6 0.1 0.9 6.7 0.0 7.4 Cycle Q Clear(g_c), s 11.0 26.7 0.2 0.5 59.9 9.9 0.6 0.1 0.9 6.7 0.0 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 273 2558 1141 330 2246 1002 287 78 66 423 149 126 V/C Ratio(X)0.90 0.46 0.00 0.06 0.91 0.29 0.06 0.03 0.18 0.64 0.00 0.79 Avail Cap(c_a), veh/h 273 2558 1141 368 2246 1002 369 78 66 423 149 126 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.7 15.6 8.8 8.5 19.2 9.9 53.3 55.2 55.5 51.8 0.0 54.2 Incr Delay (d2), s/veh 30.2 0.6 0.0 0.1 7.0 0.7 0.1 0.6 6.0 3.4 0.0 37.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.9 11.9 0.1 0.2 24.8 3.5 0.2 0.1 0.5 4.2 0.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.9 16.2 8.8 8.5 26.1 10.7 53.4 55.8 61.5 55.1 0.0 91.9 LnGrp LOS E B A A C B D E E E A F Approach Vol, veh/h 1436 2356 31 372 Approach Delay, s/veh 25.9 24.1 56.7 64.9 Approach LOS C C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.2 10.0 7.4 91.4 6.7 14.5 18.0 80.8 Change Period (Y+Rc), s 4.5 5.0 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.7 5.0 5.0 83.8 5.0 6.7 13.0 75.8 Max Q Clear Time (g_c+I1), s 8.7 2.9 2.5 28.7 2.6 9.4 13.0 61.9 Green Ext Time (p_c), s 0.0 0.0 0.0 12.4 0.0 0.0 0.0 12.0 Intersection Summary HCM 6th Ctrl Delay 28.6 HCM 6th LOS C Timings 2045 Total PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)211 1894 3 19 1379 470 11 20 546 2 309 Future Volume (vph)211 1894 3 19 1379 470 11 20 546 2 309 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 4 3 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 9.5 10.0 9.5 10.0 10.0 Total Split (s)19.0 78.0 78.0 10.0 69.0 69.0 9.5 10.0 22.0 22.5 22.5 Total Split (%)15.8% 65.0% 65.0%8.3% 57.5% 57.5%7.9%8.3% 18.3% 18.8% 18.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.5 1.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max None Max Max Act Effct Green (s)83.0 79.0 79.0 70.4 65.4 65.4 10.5 5.0 27.5 23.2 23.2 Actuated g/C Ratio 0.69 0.66 0.66 0.59 0.54 0.54 0.09 0.04 0.23 0.19 0.19 v/c Ratio 0.85 0.86 0.00 0.14 0.75 0.46 0.04 0.08 0.89 0.01 0.69 Control Delay 54.3 23.5 0.0 9.2 24.6 3.5 37.5 0.7 60.7 43.0 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.3 23.5 0.0 9.2 24.6 3.5 37.5 0.7 60.7 43.0 25.7 LOS D C A A C A D A E D C Approach Delay 26.6 19.1 48.1 Approach LOS C B D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 27.4 Intersection LOS: C Intersection Capacity Utilization 91.3%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 3: Prospect Road & Frontage Road HCM 6th Signalized Intersection Summary 2045 Total PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)211 1894 3 19 1379 470 11 0 20 546 2 309 Future Volume (veh/h)211 1894 3 19 1379 470 11 0 20 546 2 309 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)0.98 0.94 1.00 0.63 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 222 1994 3 20 1452 432 12 0 21 575 2 262 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 252 2238 939 130 2064 584 258 78 66 736 325 275 Arrive On Green 0.07 0.63 0.63 0.02 0.58 0.58 0.01 0.00 0.04 0.15 0.17 0.17 Sat Flow, veh/h 1781 3554 1491 1781 3554 1005 3456 1870 1585 3456 1870 1585 Grp Volume(v), veh/h 222 1994 3 20 1452 432 12 0 21 575 2 262 Grp Sat Flow(s),veh/h/ln 1781 1777 1491 1781 1777 1005 1728 1870 1585 1728 1870 1585 Q Serve(g_s), s 6.0 56.8 0.1 0.5 34.7 37.9 0.4 0.0 1.5 17.5 0.1 19.6 Cycle Q Clear(g_c), s 6.0 56.8 0.1 0.5 34.7 37.9 0.4 0.0 1.5 17.5 0.1 19.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 252 2238 939 130 2064 584 258 78 66 736 325 275 V/C Ratio(X)0.88 0.89 0.00 0.15 0.70 0.74 0.05 0.00 0.32 0.78 0.01 0.95 Avail Cap(c_a), veh/h 337 2238 939 168 2064 584 354 78 66 736 325 275 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 18.7 8.2 21.6 17.8 18.5 53.7 0.0 55.8 45.8 41.0 49.1 Incr Delay (d2), s/veh 18.3 5.9 0.0 0.5 2.0 8.2 0.1 0.0 12.2 5.4 0.0 43.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 23.3 0.0 0.3 14.2 9.7 0.2 0.0 0.8 8.7 0.1 11.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.7 24.6 8.2 22.1 19.9 26.7 53.8 0.0 68.1 51.2 41.0 92.1 LnGrp LOS D C A C B C D A E D D F Approach Vol, veh/h 2219 1904 33 839 Approach Delay, s/veh 26.4 21.4 62.9 64.0 Approach LOS C C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.0 10.0 7.4 80.6 6.1 25.9 13.3 74.7 Change Period (Y+Rc), s 4.5 5.0 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.5 5.0 5.0 73.0 5.0 17.5 14.0 64.0 Max Q Clear Time (g_c+I1), s 19.5 3.5 2.5 58.8 2.4 21.6 8.0 39.9 Green Ext Time (p_c), s 0.0 0.0 0.0 11.6 0.0 0.0 0.3 15.7 Intersection Summary HCM 6th Ctrl Delay 31.1 HCM 6th LOS C HCM 6th TWSC 2024 Total AM 4: Prospect Road & Access (Street B)11/02/2022 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 792 1336 4 0 67 Future Vol, veh/h 0 792 1336 4 0 67 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # -0 0 -2 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 861 1452 4 0 73 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 - 1454 Stage 1 ------ Stage 2 ------ Critical Hdwy ----- 6.22 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy ----- 3.318 Pot Cap-1 Maneuver 0 ---0 160 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver ----- 160 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 45 HCM LOS E Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h)--- 160 HCM Lane V/C Ratio --- 0.455 HCM Control Delay (s)--- 45 HCM Lane LOS ---E HCM 95th %tile Q(veh)--- 2.1 HCM 6th TWSC 2024 Total PM 4: Prospect Road & Access (Street B)11/02/2022 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1345 1001 13 0 42 Future Vol, veh/h 0 1345 1001 13 0 42 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # -0 0 -2 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 1462 1088 14 0 46 Major/Minor Major1 Major2 Minor2 Conflicting Flow All -0 -0 - 1095 Stage 1 ------ Stage 2 ------ Critical Hdwy ----- 6.22 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy ----- 3.318 Pot Cap-1 Maneuver 0 ---0 260 Stage 1 0 ---0 - Stage 2 0 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver ----- 260 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 21.8 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h)--- 260 HCM Lane V/C Ratio --- 0.176 HCM Control Delay (s)--- 21.8 HCM Lane LOS ---C HCM 95th %tile Q(veh)--- 0.6 HCM 6th TWSC 2045 Total AM 4: Prospect Road & Access (Street B)11/02/2022 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 21 1348 2110 15 0 67 Future Vol, veh/h 21 1348 2110 15 0 67 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 --0 -0 Veh in Median Storage, # -0 0 -1 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 22 1419 2221 16 0 71 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 2237 0 -0 - 1111 Stage 1 ------ Stage 2 ------ Critical Hdwy 4.14 ---- 6.94 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy 2.22 ---- 3.32 Pot Cap-1 Maneuver 228 ---0 204 Stage 1 ----0 - Stage 2 ----0 - Platoon blocked, %--- Mov Cap-1 Maneuver 228 ---- 204 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0.3 0 31.7 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)228 --- 204 HCM Lane V/C Ratio 0.097 --- 0.346 HCM Control Delay (s)22.5 --- 31.7 HCM Lane LOS C ---D HCM 95th %tile Q(veh)0.3 --- 1.5 HCM 6th TWSC 2045 Total PM 4: Prospect Road & Access (Street B)11/02/2022 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 71 2097 1710 65 0 42 Future Vol, veh/h 71 2097 1710 65 0 42 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 --0 -0 Veh in Median Storage, # -0 0 -1 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 75 2207 1800 68 0 44 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1868 0 -0 - 900 Stage 1 ------ Stage 2 ------ Critical Hdwy 4.14 ---- 6.94 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy 2.22 ---- 3.32 Pot Cap-1 Maneuver 319 ---0 282 Stage 1 ----0 - Stage 2 ----0 - Platoon blocked, %--- Mov Cap-1 Maneuver 319 ---- 282 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0.6 0 20.1 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)319 --- 282 HCM Lane V/C Ratio 0.234 --- 0.157 HCM Control Delay (s)19.7 --- 20.1 HCM Lane LOS C ---C HCM 95th %tile Q(veh)0.9 --- 0.5 Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDIX G Queue Analysis Worksheets Queues 2024 Total AM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)91 800 561 407 973 48 793 590 374 101 684 131 v/c Ratio 0.73 0.89 0.35 0.87 0.86 0.07 0.92 0.51 0.24 0.46 0.89 0.26 Control Delay 81.4 52.8 0.6 66.4 44.3 0.2 61.8 31.8 0.4 57.0 56.4 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.4 52.8 0.6 66.4 44.3 0.2 61.8 31.8 0.4 57.0 56.4 1.6 Queue Length 50th (ft)64 287 0 146 338 0 197 176 0 36 247 0 Queue Length 95th (ft)#142 #386 0 #225 #418 0 #267 228 0 63 #342 3 Internal Link Dist (ft)791 7116 1031 932 Turn Bay Length (ft)325 375 375 75 525 200 75 Base Capacity (vph)128 900 1583 468 1131 647 861 1158 1583 218 772 508 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.89 0.35 0.87 0.86 0.07 0.92 0.51 0.24 0.46 0.89 0.26 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2024 Total PM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)139 846 834 477 930 61 611 808 348 48 592 119 v/c Ratio 0.77 0.80 0.53 0.83 0.72 0.09 0.87 0.74 0.22 0.34 0.87 0.26 Control Delay 78.9 45.3 1.3 62.7 39.6 0.2 65.0 42.5 0.3 62.5 61.3 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.9 45.3 1.3 62.7 39.6 0.2 65.0 42.5 0.3 62.5 61.3 1.7 Queue Length 50th (ft)106 316 0 175 274 0 166 302 0 19 236 0 Queue Length 95th (ft)#202 395 0 #264 382 m0 #227 379 0 39 #331 3 Internal Link Dist (ft)791 7116 1031 932 Turn Bay Length (ft)325 375 375 75 525 200 75 Base Capacity (vph)191 1061 1583 572 1288 697 706 1097 1583 143 683 459 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.80 0.53 0.83 0.72 0.09 0.87 0.74 0.22 0.34 0.87 0.26 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2045 Total AM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)104 1029 647 491 1167 63 916 681 485 134 791 153 v/c Ratio 0.67 0.93 0.41 0.98 0.72 0.09 0.96 0.56 0.31 0.54 0.98 0.25 Control Delay 72.6 57.0 0.8 84.0 36.3 0.2 65.9 31.3 0.5 57.7 70.9 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.6 57.0 0.8 84.0 36.3 0.2 65.9 31.3 0.5 57.7 70.9 5.8 Queue Length 50th (ft)38 262 0 180 265 0 229 203 0 47 294 2 Queue Length 95th (ft)#77 #347 0 #288 319 0 #315 263 0 80 #424 47 Internal Link Dist (ft)791 7116 1031 932 Turn Bay Length (ft)325 375 375 75 525 200 75 Base Capacity (vph)156 1109 1583 499 1617 709 952 1222 1583 249 804 618 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.93 0.41 0.98 0.72 0.09 0.96 0.56 0.31 0.54 0.98 0.25 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2045 Total PM 1: Timberline Road & Prospect Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)170 1132 1028 643 1256 94 753 997 474 75 729 147 v/c Ratio 0.58 0.92 0.65 0.98 0.71 0.13 0.95 0.87 0.30 0.52 0.99 0.23 Control Delay 61.1 57.3 2.1 90.9 50.2 4.7 72.7 47.4 0.5 69.8 78.2 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.1 57.3 2.1 90.9 50.2 4.7 72.7 47.4 0.5 69.8 78.2 6.4 Queue Length 50th (ft)65 315 0 269 341 9 207 380 0 29 298 6 Queue Length 95th (ft)103 #400 0 #386 382 35 #288 #471 0 56 #429 50 Internal Link Dist (ft)791 7116 1031 932 Turn Bay Length (ft)325 375 375 75 525 200 75 Base Capacity (vph)314 1228 1583 657 1770 699 790 1150 1583 143 737 642 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.92 0.65 0.98 0.71 0.13 0.95 0.87 0.30 0.52 0.99 0.23 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2024 Total AM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph)51 812 5 1473 44 102 v/c Ratio 0.82 0.53 0.01 0.98 0.33 0.42 Control Delay 89.6 5.1 3.0 22.7 58.0 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 89.6 5.1 3.0 22.7 58.0 15.3 Queue Length 50th (ft)17 160 1 370 32 0 Queue Length 95th (ft)#69 222 m1 m#1415 72 54 Internal Link Dist (ft)7116 815 446 Turn Bay Length (ft)300 75 Base Capacity (vph)62 1518 468 1500 133 243 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.53 0.01 0.98 0.33 0.42 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2024 Total PM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph)86 1462 2 1144 34 78 v/c Ratio 0.33 0.96 0.03 0.77 0.25 0.35 Control Delay 4.3 36.1 3.0 14.5 55.5 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.3 36.1 3.0 14.5 55.5 15.6 Queue Length 50th (ft)5 619 0 650 25 0 Queue Length 95th (ft)m7 #1294 m0 907 59 48 Internal Link Dist (ft)7116 815 446 Turn Bay Length (ft)300 75 Base Capacity (vph)260 1520 61 1494 135 222 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.96 0.03 0.77 0.25 0.35 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2045 Total AM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph)77 1401 8 2283 74 155 v/c Ratio 1.10 0.49 0.03 0.80 0.56 0.88 Control Delay 158.9 4.0 2.4 6.7 68.5 87.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 158.9 4.0 2.4 6.7 68.5 87.0 Queue Length 50th (ft)~68 135 1 128 56 100 Queue Length 95th (ft)#115 163 m1 207 #113 #226 Internal Link Dist (ft)7116 815 446 Turn Bay Length (ft)300 75 Base Capacity (vph)70 2885 257 2850 133 176 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.10 0.49 0.03 0.80 0.56 0.88 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2045 Total PM 2: Prospect Road & Summit View Drive 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph)124 2256 3 1841 51 113 v/c Ratio 0.85 0.78 0.04 0.65 0.38 0.55 Control Delay 57.4 11.5 1.7 2.9 59.6 35.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.4 11.5 1.7 2.9 59.6 35.7 Queue Length 50th (ft)38 315 0 73 38 38 Queue Length 95th (ft)m#159 346 m0 73 80 99 Internal Link Dist (ft)7116 815 446 Turn Bay Length (ft)300 75 Base Capacity (vph)146 2888 73 2838 135 207 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0.78 0.04 0.65 0.38 0.55 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2024 Total AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow (vph)57 777 13 1383 19 70 v/c Ratio 0.36 0.53 0.03 1.00 0.13 0.36 Control Delay 14.2 6.7 2.2 40.4 39.6 19.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 6.7 2.2 40.4 39.6 19.9 Queue Length 50th (ft)9 129 1 ~1054 9 4 Queue Length 95th (ft)m31 347 4 #1428 33 50 Internal Link Dist (ft)1064 614 220 357 Turn Bay Length (ft)75 425 Base Capacity (vph)222 1468 589 1387 147 195 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.53 0.02 1.00 0.13 0.36 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2024 Total PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow (vph)106 1340 13 1003 23 115 v/c Ratio 0.33 0.92 0.09 0.75 0.11 0.53 Control Delay 1.7 10.7 3.6 15.1 1.1 29.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1.7 10.7 3.6 15.1 1.1 29.6 Queue Length 50th (ft)4 48 2 423 0 28 Queue Length 95th (ft)m4 m#1154 5 618 0 90 Internal Link Dist (ft)1064 614 220 357 Turn Bay Length (ft)75 425 Base Capacity (vph)351 1454 194 1333 205 218 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.92 0.07 0.75 0.11 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2045 Total AM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR Lane Group Flow (vph)246 1185 5 20 2046 353 17 2 12 273 162 v/c Ratio 0.96 0.45 0.00 0.06 0.92 0.32 0.06 0.03 0.06 0.86 0.53 Control Delay 77.1 7.2 0.0 4.0 27.2 2.7 45.5 56.0 0.5 74.2 16.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.1 7.2 0.0 4.0 27.2 2.7 45.5 56.0 0.5 74.2 16.6 Queue Length 50th (ft)139 123 0 3 677 16 6 2 0 103 4 Queue Length 95th (ft)#304 264 m0 8 822 53 17 11 0 #149 #89 Internal Link Dist (ft)1064 614 220 Turn Bay Length (ft)75 425 Base Capacity (vph)255 2648 1211 342 2235 1108 268 77 209 319 303 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.96 0.45 0.00 0.06 0.92 0.32 0.06 0.03 0.06 0.86 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2045 Total PM 3: Prospect Road & Frontage Road 11/02/2022 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBT SBR Lane Group Flow (vph)222 1994 3 20 1452 495 12 21 575 2 325 v/c Ratio 0.85 0.86 0.00 0.14 0.75 0.46 0.04 0.08 0.89 0.01 0.69 Control Delay 54.3 23.5 0.0 9.2 24.6 3.5 37.5 0.7 60.7 43.0 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.3 23.5 0.0 9.2 24.6 3.5 37.5 0.7 60.7 43.0 25.7 Queue Length 50th (ft)109 782 0 4 450 13 3 0 213 1 80 Queue Length 95th (ft)m#169 #937 m0 12 543 65 12 0 #312 9 #232 Internal Link Dist (ft)1064 614 357 Turn Bay Length (ft)75 425 Base Capacity (vph)279 2329 1091 138 1927 1071 268 249 644 360 471 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.86 0.00 0.14 0.75 0.46 0.04 0.08 0.89 0.01 0.69 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDIX H LCUASS Turn Lane Guidelines Kimley-Horn and Associates, Inc. 196604000 – Gateway at Prospect APPENDIX I Conceptual Site Plan TYPE C TYPE C TYPE B TYPE C TYPE B PROSPECT RDSTREET BSTREET D STREET EPUBLIC TRAILPUBLIC TRAILBOXELDER CREEKPROPOSED DRAINAGE EASEMENT (APPROX. 27,000 SF) TYPE C 8,253 SF LEASING/ AMENITY 9,906 SF COURTYARD PROPOSED DRAINAGE EASEMENT (APPROX. 39,000 SF / PREV.51,000 SF ) GREELEY WATER LINE 2,747 SF DOG PARK TYPE A OPEN SPACEEASEMENT25' - 0"EASEMENT25' - 0"NEW PROPERTY BOUNDARY 12.3AC TYPE B TYPE C COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACTCOMPACTCOMPACTCOMPACTSITE PLAN - LEVEL 1 9/8/22 COPYRIGHT © 2022 STUDIO PBA, INC. ALL RIGHTS RESERVED GATEWAY AT PROSPECT FORT COLLINS, CO N 0 140' SCALE: 1" = 140' PARKING REQ. BY ZONING - STUDIO COUNT STU. RATIO REQUIRED 16 1.5 24 PARKING REQ. BY ZONING - 1 BED COUNT 1BR RATIO REQUIRED 133 1.5 200 PARKING REQ. BY ZONING - 2 BED COUNT 2BR RATIO REQUIRED 97 1.75 170 PARKING REQ. BY ZONING - 3 BED COUNT 3BR RATIO REQUIRED 30 2 60 PARKING PROVIDED - PER UNIT PARKING COUNT INPUT - UNIT COUNT PARKING PER UNIT 416 278 1.50 REQ'D PARKING BASED ON UNIT TYPE PER ZONING: 454 PS (1.64 PS/DU) AVG STUDIO 546 SF AVG 1 BED 761 SF AVG 2 BED 1,127 SF AVG 3 BED 1,337 SF AVG UNIT SQ FT 940 SF BUILDING AREA INFO AMENITY 8,253 SF BALCONY 24,367 SF CIRCULATION 33,213 SF GARAGE 35,481 SF TRASH 2,060 SF UNIT 259,438 SF GRAND TOTAL GSF 362,814 SF OVERALL UNIT MIX - SITE TYPE UNIT DESCRIPTION QTY UNIT AREA TOTAL AREA MIX S1 STUDIO 16 546 SF 8,736 6% 16 8,736 6% A1 1 BEDROOM / 1 BATH 69 715 SF 49,335 25% A2 1 BEDROOM / 1 BATH 64 811 SF 51,904 23% 133 101,239 48% B1 2 BEDROOM / 2 BATH 32 1,088 SF 34,816 12% B2 2 BEDROOM / 2 BATH 18 1,128 SF 20,304 7% B3 2 BEDROOM / 2 BATH 47 1,154 SF 54,238 17% 97 109,358 35% C1 3 BEDROOM / 2 BATH 30 1,337 SF 40,110 11% 30 40,110 11% 276 259,443 100% RESIDENTIAL PARKING PROVIDED PARKING TYPE COUNT LENGTH WIDTH RESIDENTIAL - AMENITY 38 18' - 0" 9' - 0" RESIDENTIAL - SURFACE 71 18' - 0" 9' - 0" RESIDENTIAL - SURFACE COMPACT 168 RESIDENTIAL - SURFACE PARALLEL 27 23' - 0" 8' - 0" RESIDENTIAL - TUCK UNDER 112 18' - 0" 9' - 0" GRAND TOTAL 416 *TANDEM PARKING IS NOT COUNTED TOWARDS TOTAL