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HomeMy WebLinkAboutCSU PARKING LOT - SITE PLAN ADVISORY REVIEW - SPA150002 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYTraffic Impact Study Colorado State University South Campus Parking Lot Fort Collins, Colorado Prepared for: Colorado State University TRAFFIC IMPACT STUDY Colorado State University South Campus Parking Lot Fort Collins, Colorado Prepared for Colorado State University 251 Edison Drive Fort Collins, Colorado 80523 Prepared by Kimley-Horn and Associates, Inc. 990 South Broadway Suite 200 Denver, Colorado 80209 (303) 228-2300 February 2015 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. 02/10/15 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i APPENDICES .................................................................................................................. i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 INTRODUCTION ....................................................................................................... 1 2.0 EXISTING AND FUTURE CONDITIONS .................................................................. 4 2.1 Study Area and Roadway Network ....................................................................................4 2.2 Existing Roadway and Intersection Configuration ..............................................................4 2.3 Existing Traffic Volumes ....................................................................................................7 2.4 Unspecified Development Traffic Growth ...........................................................................7 3.0 PARKING LOT REDISTRIBUTED TRAFFIC .......................................................... 10 3.1 South Campus Parking Lot Trip Redistribution ................................................................10 3.2 Trip Redistribution ...........................................................................................................11 3.3 Traffic Assignment ...........................................................................................................11 3.4 Total Traffic Volumes .......................................................................................................11 4.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 16 4.1 Analysis Methodology ......................................................................................................16 4.2 Key Intersection Operational Analysis .............................................................................17 5.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 27 APPENDICES Appendix A – Intersection Count Sheets Appendix B – Intersection Analysis Worksheets Appendix C – Conceptual Site Plan Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page ii LIST OF TABLES Table 1 – CSU South Campus Parking Lot Trip Generation ......................................................10 Table 2 – Level of Service Definitions .......................................................................................16 Table 3 – 2015 Existing Intersection Delay and Level of Service...............................................17 Table 4 – 2025 Expected Background Intersection Delay and Level of Service ........................18 Table 5 – 2015 Expected Background Plus Project Intersection Delay and Level of Service .....19 Table 6 – 2025 Expected Background Plus Project Intersection Delay and Level of Service .....20 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................3 Figure 2 – Existing Lanes and Control ........................................................................................6 Figure 3 – Existing Traffic Volumes .............................................................................................8 Figure 4 – 2025 Background Traffic Volumes..............................................................................9 Figure 5 – Project Trip Distribution ............................................................................................12 Figure 6 – Project Traffic Assignment .......................................................................................13 Figure 7 – 2015 Background Plus Project Traffic Volumes ........................................................14 Figure 8 – 2025 Background Plus Project Traffic Volumes ........................................................15 Figure 9 – 2015 Existing Level of Service .................................................................................23 Figure 10 – 2025 Background Expected Level of Service .........................................................24 Figure 11 – 2015 Level of Service with Recommended Improvements .....................................25 Figure 12 – 2025 Level of Service with Recommended Improvements .....................................26 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 1 1.0 INTRODUCTION Kimley-Horn and Associates, Inc. (Kimley-Horn) has prepared this report to document the results of a Traffic Impact Study of future traffic conditions associated with the surface parking lot project to be located at Colorado State University (CSU) South Campus on the southeast corner of the Centre Avenue and Research Boulevard intersection on the CSU campus in Fort Collins, Colorado. A vicinity map showing the location of the project site is shown in Figure 1. Kimley-Horn previously prepared the Parking and Transportation Master Plan (April 2014) which studied the future traffic conditions associated with the CSU 2020 Transit Plan prepared by CSU’s parking and transportation management team. The CSU 2020 Transit Plan includes construction of seven (7) new parking structures on campus which would allow for a net increase of 5,896 parking spaces available for use by faculty, staff, and students of CSU. CSU is now proposing to construct an additional on-campus surface parking lot not previously included in the 2020 Transit Plan at the site of the existing CSU tennis courts. The additional parking lot is needed based on the projected increase in student admissions and thus increasing demand for parking on campus as described in the CSU 2020 Transit Plan. The project is anticipated to develop with a surface parking lot containing up to 1,077 parking spaces located adjacent to the existing CSU tennis courts. The surface parking lot will have two access drives off of Research Boulevard, one access off of Centre Avenue, and one access off of Gilette Drive. It is expected that project construction will be completed within 2015. Analysis was therefore completed for the 2015 short-term horizon, as well as the 2025 long-term horizon. A conceptual site plan illustrating the proposed surface parking lot and access locations is provided in Appendix C. The purpose of this study is to identify project traffic generation characteristics, to identify potential project traffic related impacts on the local street system, and to develop mitigation measures required for identified impacts. The following intersections were incorporated into this traffic study in accordance with Colorado State University and the City of Fort Collins standards and requirements: · Prospect Road and Center Avenue · Centre Avenue and Shields Street · Centre Avenue and Research Boulevard Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 2 · Drake Road and Research Boulevard · Drake Road and Gilette Drive South Campus Access In addition, the proposed access drives along Centre Avenue, Research Boulevard, and Gilette Drive were included for evaluation. Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 4 2.0 EXISTING AND FUTURE CONDITIONS The following section outlines existing and future conditions in the vicinity of the CSU South Campus parking lot. 2.1 Study Area and Roadway Network The study area is located around the existing CSU tennis courts bound between Centre Avenue, Research Boulevard, Drake Road, and Gilette Drive. Developed areas of the CSU South Campus surround the study area and the proposed parking lot. Transportation modes used by commuters traveling to and from campus include driving, biking, walking, carpooling, and taking the bus. This study focuses on the driving (automobile) commuters. 2.2 Existing Roadway and Intersection Configuration The roadways providing access to the CSU South Campus parking lot project are described below. Prospect Road Prospect Road is an arterial roadway at the southern edge of the CSU Main Campus. It provides two through lanes in each direction, eastbound and westbound, with a posted speed limit of 35 miles per hour east of Shields Street through the study area. The intersection of Prospect Road and Center Avenue is signalized with separate left turn lanes on all approaches along with designated right turn lanes on the northbound and southbound approaches. Two- way left-turn lanes occur along Prospect Road and on the northbound approach along Centre Avenue. Centre Avenue Centre Avenue provides access between the CSU Main Campus and CSU South Campus. It provides a single northbound and southbound through lane with a posted speed limit of 35 miles per hour on the northern portion and 30 miles per hour on the southern portion. The Centre Avenue intersections with Prospect Road and Shields Street are signalized. A two-way left-turn lane occurs along Centre Avenue. Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 5 Shields Street The western boundary of the Colorado State University Main Campus is Shields Street. It provides two through lanes in each direction (northbound and southbound) with a posted speed limit of 40 miles per hour. Research Boulevard Research Boulevard is a two lane roadway with a posted speed limit of 30 miles per hour. It provides access to the CSU tennis courts and other South Campus buildings. The Drake Road/Research Boulevard intersection is signalized with designated left turn lanes on all approaches. The Centre Avenue/Research Boulevard intersection is unsignalized with stop control on the northbound approach. Drake Road Drake Road is a four lane roadway that has a two-way left-turn lane along almost the entire length of the roadway from Ziegler Road to Taft Hill Road with a speed limit of 40 miles per hour. The Drake Road/Gilette Drive Access intersection is unsignalized with stop control on the southbound approach. Gilette Drive Gilette Drive is a north-south roadway providing access through the CSU South Campus. Gilette Drive is a two lane roadway with a speed limit of 35 mile per hour. A dedicated bike lane also exists along the entire length of the roadway, from Drake Road to Phemister Road, in both the north and southbound direction. The intersection lane configurations and control for the study area are shown in Figure 2. Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 7 2.3 Existing Traffic Volumes Existing peak hour turning movement counts were conducted at the existing study intersections on Tuesday, January 20, 2015 during the morning and afternoon peak hours. The weekday counts were conducted in 15-minute intervals during the AM and PM peak hours of adjacent street traffic from 7:30 AM to 9:30 AM and 3:00 PM to 5:00 PM. These time intervals are anticipated to coincide with morning and afternoon peaks of CSU traffic. Existing turning movement counts are shown in Figure 3 with intersection count sheets provided in Appendix A. 2.4 Unspecified Development Traffic Growth According to the CSU 2020 Transit Plan, the CSU student population may grow by approximately 8,000 students, from 27,000 to 35,000 students, which equates to a 29.6 percent increase between the years of 2013 and 2025. This equates to an annual growth rate of approximately 2.4 percent per year. Based on this growth factor, the projected automobile 2025 background values for the study’s key intersections have been calculated and are provided in Figure 4. 51(69) 208(79) 229(289) 18(122) 37(154) 16(76) 132(47) 857(902) 94(32) 117(42) 529(839) 276(207) 41(71) 913(902) 273(107) 58(112) 727(1094) 103(89) 104(101) 172(107) 32(122) 31(80) 31(118) 48(169) 28(46) 157(123) 424(155) 44(54) 137(337) 65(205) 38(18) 96(27) 81(44) 10(54) 15(117) 32(167) 62(28) 934(845) 20(19) 169(96) 519(1232) 38(72) 18(64) 14(60) 98(22) 920(1074) 167(30) 715(1350) 10(4) 181(150) 17(7) 88(261) 3(9) 3(7) 73(35) 256(118) 23(14) 42(253) 3(22) 22(86) 65(87) 264(100) 290(366) 23(155) 47(195) 20(96) 167(60) 1086(1143) 119(41) 148(53) 671(1064) 350(262) 52(90) 1157(1143) 346(136) 74(142) 922(1387) 131(113) 132(128) 218(136) 41(155) 39(101) 39(150) 61(214) 35(58) 199(156) 537(196) 56(68) 174(427) 82(260) 48(23) 122(34) 103(56) 13(68) 19(148) 41(212) 79(35) 1184(1071) 25(24) 214(122) 658(1562) 48(91) 23(81) 18(76) 124(28) 1166(1361) 212(38) 906(1711) 13(5) 229(190) 22(9) 112(331) 4(11) 4(9) 93(44) 325(150) 29(18) 53(321) 4(28) 28(109) Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 10 3.0 PARKING LOT DISTRIBUTED TRAFFIC 3.1 South Campus Parking Lot Trip Distribution The CSU Parking and Transportation Master Plan used traffic count data from existing CSU parking lots as well as the number of total existing parking spaces on-campus to calculate average rates of traffic generated per parking space. It was determined that the existing average morning and afternoon total trips per parking space on the CSU campus are 0.192 and 0.306 trips per parking space, respectively. Based on the anticipated CSU population increase of 29.6 percent from 2012 to 2025, it is expected that the average trips per parking space will also increase over the same time frame. Future parking structure/lot trip generation rates were determined by multiplying the percent population increase by the existing averages for trips per parking space. As shown in Table 1, the total peak hour trips per parking space for the morning and afternoon were calculated to be 0.249 and 0.396 trips per parking space respectively. In other words, 25 percent of the parking spaces generate a vehicle trip during the morning peak hour and 40 percent of the parking spaces generate a vehicle trip during the afternoon peak hour. Based on these calculated trip generation rates, the predicted trip generation for the proposed CSU South Campus parking lot may be calculated based on the increase of 1,077 parking spaces to the campus with this project. This increase in parking spaces was used in the trip generation calculation. Table 1 provides the anticipated increase of vehicle trips entering and exiting the south campus parking lot during the morning and afternoon peak hours. Table 1 – CSU South Campus Parking Lot Trip Generation Parking Lot Number of Parking Spaces Increase in AM Peak Hour Trips Increase in PM Peak Hour Trips Enter Exit Total Enter Exit Total 0.166 trips/ space 0.083 trips/ space 0.249 trips/ space 0.172 trips/ space 0.224 trips/ space 0.396 trips/ space South Campus Parking Lot 1,077 179 89 268 185 241 426 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 11 3.2 Trip Distribution The distribution of the traffic generated by the proposed CSU South Campus parking lot onto the existing street network was based on the area street network characteristics, the existing traffic patterns and volumes, and the proposed accesses for the CSU South Campus parking lot. The directional distribution of traffic is a means to quantify the percentage of traffic that approaches the CSU South Campus parking lot from a given direction and departs the South Campus parking lot in the original source direction. Figure 5 illustrates the expected trip redistribution with the proposed CSU South Campus parking lot. 3.3 Traffic Assignment The 2015 and 2025 proposed CSU South Campus parking lot traffic assignment volumes were obtained by applying the trip distributions shown in Figure 5 to the projected parking lot trip generation calculated in Table 1. The resultant 2015 and 2025 parking lot traffic assignment volumes are provided in Figure 6 for each of the study’s key intersections and the four proposed CSU South Campus parking lot accesses. 3.4 Total Traffic Volumes The 2015 and 2025 proposed CSU South Campus parking lot traffic assignment volumes were then added to the 2015 and 2025 background volumes to find the projected 2015 and 2025 total traffic volumes. Figures 7 and 8 illustrate the projected total traffic volumes for the 2015 and 2025 horizon years. [15%] 15% [5%] 5% [10%] 10% [10%] [20%] 10% 20% [10%] 10% [10%] 10% [10%] [20%] 20% 10% [10%] 10% 30% 15% [15%] [30%] 17% [17%] [17%] [5%] [10%] 10% 5% 17% [8%] [17%] 8% 17% 8% [8%] 20% [20%] [15%] 15% 9(24) 4(12) 13(36) 9(9) 18(19) 27(28) 18(19) 36(37) 18(48) 9(24) 18(48) 9(24) 18(19) 36(37) 9(24) 18(19) 9(9) 9(24) 4(12) 15(41) 18(19) 30(31) 7(19) 15(41) 14(15) 30(31) 27(28) 54(56) 27(72) 13(36) 27(28) 30(31) 13(36) 15(41) 9(24) 18(19) 18(19) 36(37) 18(48) 9(24) 14(15) 7(19) 60(93) 212(91) 242(325) 18(122) 46(163) 16(76) 132(47) 857(902) 112(51) 117(42) 529(839) 303(235) 41(71) 913(902) 291(126) 58(112) 727(1094) 139(126) 104(101) 172(107) 32(122) 49(128) 31(118) 57(193) 46(94) 166(147) 442(174) 80(91) 146(361) 83(224) 38(18) 105(36) 81(44) 19(78) 19(129) 47(208) 80(47) 934(845) 20(19) 199(127) 519(1232) 38(72) 18(64) 21(79) 98(22) 935(1115) 181(45) 745(1381) 10(4) 181(150) 27(28) 17(7) 88(261) 54(56) 3(9) 3(7) 27(72) 13(36) 73(35) 283(146) 74(111) 268(112) 303(402) 23(155) 56(204) 20(96) 167(60) 1086(1143) 137(60) 148(53) 671(1064) 377(290) 52(90) 1157(1143) 364(155) 74(142) 922(1387) 167(150) 132(128) 218(136) 41(155) 57(149) 39(150) 70(238) 53(106) 208(180) 555(215) 92(105) 183(451) 100(279) 48(23) 131(43) 103(56) 22(92) 23(160) 56(253) 97(54) 1184(1071) 25(24) 244(153) 658(1562) 48(91) 23(81) 25(95) 124(28) 1181(1402) 226(53) 936(1742) 13(5) 229(190) 27(28) 22(9) 112(331) 54(56) 4(11) 4(9) 27(72) 13(36) 93(44) 352(178) Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 16 4.0 TRAFFIC OPERATIONS ANALYSIS An analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2015 and 2025 development horizons at the identified key intersections. The acknowledged source for determining overall capacity is the current edition of the Highway Capacity Manual (HCM)1. 4.1 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, LOS D is recommended as the minimum threshold for acceptable operation. Table 2 shows the definition of LOS for signalized and unsignalized intersections. Table 2 – 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, Special Report 209, Transportation Research Board, 2010. The study’s key 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 a signalized and four-way stop controlled intersection is defined for each approach and for the intersection. 1 Transportation Research Board, Highway Capacity Manual, Special Report 209, Washington DC, 2010. Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 17 4.2 Key Intersection Operational Analysis Calculations for the level of service at the key intersections for the study area are provided in Appendix B. The existing 2015 analysis is based on the lane geometry and intersection control shown in Figure 2. All signalized intersection analyses utilize the existing observed 110-second cycle lengths and existing signal phasing of the intersection provided by the City of Fort Collins. LOS for the intersections was calculated using Synchro analysis software reporting the HCM results. A summary of the existing intersection delay and LOS is provided in Table 3 and summarized graphically in Figure 9. A summary of the background intersection delay and LOS in 2025 is provided in Table 4 and summarized graphically in Figure 10. A summary of the expected intersection delay and LOS in 2015 and 2025 with the proposed project is provided in Tables 5 and 6 and summarized graphically in Figures 11 and 12. Table 3 – Existing Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Prospect/Center 24.9 C 23.4 C Shields/Centre 21.7 C 25.8 C Centre/Research Westbound Left 9.1 A 8.3 A Northbound Approach 17.0 C 12.5 B Drake/Research 14.9 B 19.1 B Drake/Gilette Access Eastbound Left 6.1 A 2.3 A Southbound Approach 17.0 C 67.6 F Research North Access Eastbound Approach 10.0 B 11.2 B Northbound Left 7.5 A 7.9 A Research South Access Eastbound Approach 10.0 B 12.6 B Northbound Left 7.5 A 8.0 A Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 18 Table 4 – 2025 Expected Background Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Prospect/Center 50.0 D 33.0 C Shields/Centre 36.9 D 40.7 D Centre/Research Westbound Left 9.9 A 8.8 A Northbound Approach 29.4 D 15.4 C Drake/Research 16.5 B 23.5 C Drake/Gilette Drive Access Eastbound Left 11.4 B 4.8 A Southbound Approach 24.0 C 360.1 F Research North Access Eastbound Approach 10.7 B 12.3 B Northbound Approach 7.6 A 8.1 A Research South Access Eastbound Approach 11.0 B 15.5 C Northbound Left 7.6 A 8.3 A Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 19 Table 5 – 2015 Expected Background Plus Project Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Prospect/Center 28.7 C 25.6 C Shields/Centre 23.3 C 27.7 C Centre/Research Westbound Left 9.5 A 8.7 A Northbound Approach 19.1 C 16.6 C Drake/Research 15.9 B 21.5 C Drake/Gilette Drive Access Eastbound Left 6.5 A 2.4 A Southbound Approach 19.3 C 122.4 F Drake/Gilette Drive Access # Eastbound Left 6.5 A 2.4 A Southbound Left 26.6 C 70.1 F Southbound Right 13.9 B 21.7 C Research North Access Eastbound Approach 11.5 B 14.1 B Westbound Approach 11.3 B 12.6 B Northbound Left 7.5 A 7.9 A Southbound Left 7.9 A 7.8 A Research South Access Eastbound Left 12.2 B 14.5 B Eastbound Right 8.7 A 10.7 B Westbound Approach 19.7 C 28.6 D Northbound Left 7.6 A 8.1 A Centre Access Westbound Approach 15.4 C 15.0 C Southbound Left 9.1 A 8.1 A Gilette Access Eastbound Approach 8.8 A 8.7 A Westbound Approach 9.6 A 9.4 A Northbound Left 7.5 A 7.4 A Southbound Left 7.4 A 7.4 A # Southbound designated left turn and right turn lanes Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 20 Table 6 – 2025 Expected Background Plus Project Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Prospect/Center 57.2 E 39.2 D Prospect/Center * 58.9 E 48.3 D Shields/Centre 44.6 D 45.8 D Centre/Research Westbound Left 10.5 A 9.3 A Northbound Approach 37.2 E 25.0 C Drake/Research 18.7 B 27.0 C Drake/Gilette Drive Access Eastbound Left 12.4 B 5.2 A Southbound Approach 28.3 D 522.6 F Drake/Gilette Drive Access # Eastbound Left 12.4 B 5.2 A Southbound Left 33.0 D 306.3 F Southbound Right 23.5 C 40.7 E Research North Access Eastbound Approach 12.5 B 16.2 C Westbound Approach 12.3 B 14.2 B Northbound Left 7.8 A 8.1 A Southbound Left 8.1 A 7.9 A Research South Access Eastbound Left 14.3 B 18.0 C Eastbound Right 8.8 A 11.6 B Westbound Approach 26.3 D 51.4 F Northbound Left 7.7 A 8.4 A Centre Access Westbound Approach 19.0 C 18.6 C Southbound Left 9.7 A 8.3 A Gilette Access Eastbound Approach 9.0 A 8.8 A Westbound Approach 9.9 A 9.6 A Northbound Left 7.5 A 7.4 A Southbound Left 7.5 A 7.4 A * Northbound and southbound dual left turn lanes # Southbound designated left turn and right turn lanes Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 21 The intersections with LOS values of E or below were analyzed in further detail. These analyses provide recommendations for what improvements may be needed at the intersections to improve the LOS, allowing them to better handle the anticipated 2015 and 2025 traffic volumes. The following provides a description of the recommended intersection improvements for consideration by CSU and the City of Fort Collins: Drake Road and Gilette Drive Access The only capacity deficiency found during the existing condition is the southbound approach of Gillette Drive to Drake Road during the afternoon peak hour. To improve the Drake Road/Gilette Drive unsignalized intersection, the southbound Gilette Drive Access approach would benefit from a separate left turn and right turn lanes. Currently there is one shared left turn/right turn lane with a width of roughly 20 feet. With separate left turn and right turn lanes, long delays on the southbound could still occur. If delays are too excessive for drivers it is expected that traffic will reroute on the street network. Otherwise, a traffic signal could be considered at this intersection. It is located approximately halfway (approximately 800 feet) between the Drake Road/Research Boulevard and Drake Road/Redwing Road signalized intersections. Research Boulevard South Access With the completion of the CSU South Campus parking lot, the existing Research Boulevard south driveway that provides access to the tennis courts will be modified to provide access to the parking lot. It is recommended that the approach be constructed with a sufficient width to include separate shared left turn/through and right turn lanes. It is anticipated that the eastbound approach from the credit union will also function with two approach lanes as well since it has an adequate driveway width. In addition, it is recommended that the southbound Research Boulevard approach be restriped to include a left turn lane to shadow the northbound left turn lane. It is believed that a left turn lane length of 75 feet would be sufficient. With this configuration, acceptable level of service is anticipated for all movements with the addition of the parking lot traffic in the near term 2015 horizon. In the 2025 horizon, the westbound left turn movement may operate at a 51 second LOS F during the afternoon peak hour. It is believed that during times of heavy adjacent street traffic, drivers will reroute on the street network. This will occur either by vehicles turning right at this access or by traffic suing alternate driveways from the parking lot. Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 22 Prospect Road and Center Avenue By 2025, the existing signalized intersection of Prospect Road and Center Avenue may operate at LOS E. This intersection was also identified as operating with poor LOS in the Parking and Transportation Master Plan (April 2014), prepared by Kimley-Horn, which studied the future traffic conditions associated with the CSU 2020 Transit Plan prepared by CSU’s parking and transportation management team. Within the previous study it was recommended that the northbound and southbound approaches include dual left turn lanes. The above mentioned improvements at the Drake Road/Gilette Drive Access, Research Boulevard/South Access, and Prospect Road/Center Avenue intersections were incorporated into the operational analysis. The expected intersection delay and LOS in 2015 and 2025 with the project and the recommended intersection improvements for each of the study’s key intersections is provided in Tables 5 and 6 previously and summarized graphically in Figures 11 and 12. Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 27 5.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Horn believes the proposed CSU South Campus parking lot project will be successfully incorporated into the roadway network. The proposed South Campus Parking Lot project development and expected traffic volumes resulted in the following recommendations: · The access proposed for the surface parking lot project is recommended to include four full movement access driveways; two access drives off of Research Boulevard, one access off of Centre Avenue, and one access off of Gilette Drive. · At the proposed Centre Avenue access, the westbound approach exiting the parking lot is recommended to have a combined left turn/right turn lane. It is recommended that this approach operate with stop control with the installation of a R1-1 “STOP” sign. · At the proposed access along Gilette Drive, the eastbound approach exiting the development is recommended to have a combined left turn/through/right turn lane. It is believed that a new access to the parking lot on the east side of Gilette Drive will be constructed to align with this access. It is recommended that the parking lot approaches operate with stop control with the installation of R1-1 “STOP” signs. · With the completion of the South Campus Parking Lot, an access will be located to align with the existing Centre Tech development. This Research Boulevard North Access will include a stop controlled westbound approach and is recommended to have a combined left turn/through/right turn lane. It is recommended that this approach operate with stop control with the installation of a R1-1 “STOP” sign. · The existing access to the tennis courts along Research Boulevard will be reconstructed with the parking lot project. It is recommended that the westbound approach exiting the parking lot include shared left turn/through lane and a separate right turn lane. It is recommended that this approach operate with stop control with the installation of a R1-1 “STOP” sign. It is further recommended that southbound Research Boulevard include Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 28 restriping a 75-foot left turn lane at the access to shadow the existing northbound left turn lane. · To improve the Drake Road/Gilette Drive Access unsignalized intersection, the southbound Gilette Drive Access approach would benefit from designating separate left turn and right turn lanes. Currently there is one shared approach lane with a width of approximately 20 feet which could be striped to provide two 10-foot turn lanes. · To improve LOS conditions in the 2025 horizon at the intersection of Prospect Road/Center Avenue and remain consistent with the Parking and Transportation Master Plan (April 2014), prepared by Kimley-Horn, it is recommended that the northbound and southbound approaches be constructed with dual left turn lanes. · All on-site and off-site signing and striping improvements should be incorporated into the project civil drawings, and conform to City of Fort Collins standards as well as the Manual on Uniform Traffic Control Devices – 2009 Edition (MUTCD). Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot APPENDICES Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot APPENDIX A Intersection Count Sheets File Name : CentreResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Research Blvd Groups Printed- Unshifted Centre Ave Eastbound Centre Ave Westbound Research Blvd Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:30 AM 133 10 143 15 28 43 8 36 44 230 07:45 AM 136 2 138 17 38 55 10 58 68 261 Total 269 12 281 32 66 98 18 94 112 491 08:00 AM 79 21 100 17 32 49 7 36 43 192 08:15 AM 76 11 87 16 39 55 3 27 30 172 08:30 AM 111 11 122 16 34 50 13 31 44 216 08:45 AM 96 14 110 20 36 56 20 30 50 216 Total 362 57 419 69 141 210 43 124 167 796 09:00 AM 51 7 58 18 42 60 4 30 34 152 09:15 AM 57 6 63 10 21 31 7 27 34 128 Grand Total 739 82 821 129 270 399 72 275 347 1567 Apprch % 90 10 32.3 67.7 20.7 79.3 Total % 47.2 5.2 52.4 8.2 17.2 25.5 4.6 17.5 22.1 Morrison, CO 80465 File Name : CentreResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Research Blvd Centre Ave Centre Ave Research Blvd Thru 270 Left 129 Out In Total 1014 399 1413 Left 72 Right 275 Out In Total 211 347 558 Thru 739 Right 82 Out In Total 342 821 1163 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 File Name : CentreResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Research Blvd Centre Ave Eastbound Centre Ave Westbound Research Blvd Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 133 10 143 15 28 43 8 36 44 230 07:45 AM 136 2 138 17 38 55 10 58 68 261 08:00 AM 79 21 100 17 32 49 7 36 43 192 08:15 AM 76 11 87 16 39 55 3 27 30 172 Total Volume 424 44 468 65 137 202 28 157 185 855 % App. Total 90.6 9.4 32.2 67.8 15.1 84.9 PHF .779 .524 .818 .956 .878 .918 .700 .677 .680 .819 Centre Ave Centre Ave Research Blvd Thru 137 Left 65 Out In Total 581 202 783 Left 28 Right 157 Out In Total 109 185 294 Thru 424 Right 44 Out In Total 165 468 633 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 File Name : CentreResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Research Blvd Image 1 Morrison, CO 80465 File Name : CentreResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Research Blvd Groups Printed- Unshifted Centre Ave Eastbound Centre Ave Westbound Research Blvd Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 03:00 PM 54 17 71 41 54 95 11 19 30 196 03:15 PM 41 17 58 36 71 107 17 28 45 210 03:30 PM 53 17 70 40 77 117 11 31 42 229 03:45 PM 53 23 76 43 66 109 11 12 23 208 Total 201 74 275 160 268 428 50 90 140 843 04:00 PM 34 20 54 42 72 114 14 34 48 216 04:15 PM 33 13 46 52 85 137 13 28 41 224 04:30 PM 45 12 57 57 81 138 8 26 34 229 04:45 PM 43 9 52 54 99 153 11 35 46 251 Total 155 54 209 205 337 542 46 123 169 920 Grand Total 356 128 484 365 605 970 96 213 309 1763 Apprch % 73.6 26.4 37.6 62.4 31.1 68.9 Total % 20.2 7.3 27.5 20.7 34.3 55 5.4 12.1 17.5 Morrison, CO 80465 File Name : CentreResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Research Blvd Centre Ave Centre Ave Research Blvd Thru 605 Left 365 Out In Total 569 970 1539 Left 96 Right 213 Out In Total 493 309 802 Thru 356 Right 128 Out In Total 701 484 1185 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 File Name : CentreResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Research Blvd Centre Ave Eastbound Centre Ave Westbound Research Blvd Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 34 20 54 42 72 114 14 34 48 216 04:15 PM 33 13 46 52 85 137 13 28 41 224 04:30 PM 45 12 57 57 81 138 8 26 34 229 04:45 PM 43 9 52 54 99 153 11 35 46 251 Total Volume 155 54 209 205 337 542 46 123 169 920 % App. Total 74.2 25.8 37.8 62.2 27.2 72.8 PHF .861 .675 .917 .899 .851 .886 .821 .879 .880 .916 Centre Ave Centre Ave Research Blvd Thru 337 Left 205 Out In Total 278 542 820 Left 46 Right 123 Out In Total 259 169 428 Thru 155 Right 54 Out In Total 383 209 592 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North Morrison, CO 80465 File Name : CentreResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Research Blvd Image 1 Morrison, CO 80465 File Name : CentreShieldsAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Shields St Groups Printed- Unshifted Centre Ave Eastbound Centre Ave Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:30 AM 45 45 8 98 12 1 12 25 9 263 82 354 26 204 6 236 713 07:45 AM 23 69 4 96 10 7 7 24 9 278 81 368 36 176 15 227 715 Total 68 114 12 194 22 8 19 49 18 541 163 722 62 380 21 463 1428 08:00 AM 18 30 13 61 12 9 4 25 14 188 50 252 21 163 21 205 543 08:15 AM 18 28 7 53 14 14 8 36 9 184 60 253 20 184 16 220 562 08:30 AM 26 23 5 54 19 9 13 41 22 234 81 337 23 198 13 234 666 08:45 AM 19 27 9 55 16 18 17 51 20 203 69 292 33 209 23 265 663 Total 81 108 34 223 61 50 42 153 65 809 260 1134 97 754 73 924 2434 09:00 AM 12 15 12 39 22 14 7 43 26 222 48 296 16 137 15 168 546 09:15 AM 21 21 21 63 9 12 13 34 26 176 41 243 9 150 27 186 526 Grand Total 182 258 79 519 114 84 81 279 135 1748 512 2395 184 1421 136 1741 4934 Apprch % 35.1 49.7 15.2 40.9 30.1 29 5.6 73 21.4 10.6 81.6 7.8 Total % 3.7 5.2 1.6 10.5 2.3 1.7 1.6 5.7 2.7 35.4 10.4 48.5 3.7 28.8 2.8 35.3 Morrison, CO 80465 File Name : CentreShieldsAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Shields St Shields St Centre Ave Centre Ave Shields St Right 136 Thru 1421 Left 184 Out In Total 2011 1741 3752 Right 81 Thru 84 Left 114 Out In Total 954 279 1233 Left 135 Thru 1748 Right 512 Out In Total 1614 2395 4009 Left 182 Thru 258 Right 79 Out In Total 355 519 874 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 File Name : CentreShieldsAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Shields St Centre Ave Eastbound Centre Ave Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 45 45 8 98 12 1 12 25 9 263 82 354 26 204 6 236 713 07:45 AM 23 69 4 96 10 7 7 24 9 278 81 368 36 176 15 227 715 08:00 AM 18 30 13 61 12 9 4 25 14 188 50 252 21 163 21 205 543 08:15 AM 18 28 7 53 14 14 8 36 9 184 60 253 20 184 16 220 562 Total Volume 104 172 32 308 48 31 31 110 41 913 273 1227 103 727 58 888 2533 % App. Total 33.8 55.8 10.4 43.6 28.2 28.2 3.3 74.4 22.2 11.6 81.9 6.5 PHF .578 .623 .615 .786 .857 .554 .646 .764 .732 .821 .832 .834 .715 .891 .690 .941 .886 Shields St Centre Ave Centre Ave File Name : CentreShieldsAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Shields St Image 1 Morrison, CO 80465 File Name : CentreShieldsPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Shields St Groups Printed- Unshifted Centre Ave Eastbound Centre Ave Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 28 17 34 79 39 18 27 84 13 250 36 299 15 233 22 270 732 03:15 PM 28 19 32 79 44 18 17 79 11 237 26 274 16 268 19 303 735 03:30 PM 35 63 42 140 51 34 18 103 15 185 39 239 22 245 27 294 776 03:45 PM 19 19 35 73 34 21 20 75 23 240 40 303 34 300 38 372 823 Total 110 118 143 371 168 91 82 341 62 912 141 1115 87 1046 106 1239 3066 04:00 PM 20 13 22 55 47 35 17 99 19 236 15 270 17 258 27 302 726 04:15 PM 27 12 23 62 37 28 25 90 14 241 13 268 16 291 20 327 747 04:30 PM 21 16 9 46 49 30 31 110 16 222 21 259 9 245 21 275 690 04:45 PM 26 8 20 54 50 36 28 114 14 226 24 264 14 300 31 345 777 Total 94 49 74 217 183 129 101 413 63 925 73 1061 56 1094 99 1249 2940 Grand Total 204 167 217 588 351 220 183 754 125 1837 214 2176 143 2140 205 2488 6006 Apprch % 34.7 28.4 36.9 46.6 29.2 24.3 5.7 84.4 9.8 5.7 86 8.2 Total % 3.4 2.8 3.6 9.8 5.8 3.7 3 12.6 2.1 30.6 3.6 36.2 2.4 35.6 3.4 41.4 Morrison, CO 80465 File Name : CentreShieldsPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Shields St Shields St Centre Ave Centre Ave Shields St Right 205 Thru 2140 Left 143 Out In Total 2224 2488 4712 Right 183 Thru 220 Left 351 Out In Total 524 754 1278 Left 125 Thru 1837 Right 214 Out In Total 2708 2176 4884 Left 204 Thru 167 Right 217 Out In Total 550 588 1138 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 File Name : CentreShieldsPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Shields St Centre Ave Eastbound Centre Ave Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 35 63 42 140 51 34 18 103 15 185 39 239 22 245 27 294 776 03:45 PM 19 19 35 73 34 21 20 75 23 240 40 303 34 300 38 372 823 04:00 PM 20 13 22 55 47 35 17 99 19 236 15 270 17 258 27 302 726 04:15 PM 27 12 23 62 37 28 25 90 14 241 13 268 16 291 20 327 747 Total Volume 101 107 122 330 169 118 80 367 71 902 107 1080 89 1094 112 1295 3072 % App. Total 30.6 32.4 37 46 32.2 21.8 6.6 83.5 9.9 6.9 84.5 8.6 PHF .721 .425 .726 .589 .828 .843 .800 .891 .772 .936 .669 .891 .654 .912 .737 .870 .933 Shields St Centre Ave Centre Ave Shields St Right 112 Thru 1094 Left 89 Out In Total File Name : CentreShieldsPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Shields St Image 1 Morrison, CO 80465 File Name : DrakeResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and Research Blvd Groups Printed- Unshifted Drake Rd Eastbound Drake Rd Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:30 AM 9 285 2 296 5 113 39 157 6 34 15 55 9 4 1 14 522 07:45 AM 23 242 0 265 13 166 60 239 6 31 21 58 7 3 1 11 573 Total 32 527 2 561 18 279 99 396 12 65 36 113 16 7 2 25 1095 08:00 AM 17 195 6 218 4 108 44 156 13 18 11 42 4 6 5 15 431 08:15 AM 13 212 12 237 16 132 26 174 13 13 34 60 12 2 3 17 488 08:30 AM 9 231 3 243 7 151 29 187 10 24 18 52 11 6 2 19 501 08:45 AM 20 263 5 288 5 166 35 206 4 24 11 39 28 4 1 33 566 Total 59 901 26 986 32 557 134 723 40 79 74 193 55 18 11 84 1986 09:00 AM 11 191 4 206 10 121 17 148 3 14 15 32 15 5 8 28 414 09:15 AM 3 187 8 198 6 124 33 163 1 12 7 20 19 3 7 29 410 Grand Total 105 1806 40 1951 66 1081 283 1430 56 170 132 358 105 33 28 166 3905 Apprch % 5.4 92.6 2.1 4.6 75.6 19.8 15.6 47.5 36.9 63.3 19.9 16.9 Total % 2.7 46.2 1 50 1.7 27.7 7.2 36.6 1.4 4.4 3.4 9.2 2.7 0.8 0.7 4.3 Morrison, CO 80465 File Name : DrakeResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and Research Blvd Research Blvd Drake Rd Drake Rd Research Blvd Right 28 Thru 33 Left 105 Out In Total 558 166 724 Right 283 Thru 1081 Left 66 Out In Total 2043 1430 3473 Left 56 Thru 170 Right 132 Out In Total 139 358 497 Left 105 Thru 1806 Right 40 Out In Total 1165 1951 3116 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 File Name : DrakeResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and Research Blvd Drake Rd Eastbound Drake Rd Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 9 285 2 296 5 113 39 157 6 34 15 55 9 4 1 14 522 07:45 AM 23 242 0 265 13 166 60 239 6 31 21 58 7 3 1 11 573 08:00 AM 17 195 6 218 4 108 44 156 13 18 11 42 4 6 5 15 431 08:15 AM 13 212 12 237 16 132 26 174 13 13 34 60 12 2 3 17 488 Total Volume 62 934 20 1016 38 519 169 726 38 96 81 215 32 15 10 57 2014 % App. Total 6.1 91.9 2 5.2 71.5 23.3 17.7 44.7 37.7 56.1 26.3 17.5 PHF .674 .819 .417 .858 .594 .782 .704 .759 .731 .706 .596 .896 .667 .625 .500 .838 .879 Research Blvd Drake Rd Drake Rd Research Blvd Right 10 File Name : DrakeResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and Research Blvd Image 1 Morrison, CO 80465 File Name : DrakeResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and Research Blvd Groups Printed- Unshifted Drake Rd Eastbound Drake Rd Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 4 209 18 231 21 260 21 302 10 5 13 28 43 24 14 81 642 03:15 PM 7 217 6 230 7 255 40 302 9 8 22 39 44 15 9 68 639 03:30 PM 8 229 8 245 14 277 26 317 5 8 10 23 34 19 7 60 645 03:45 PM 5 240 6 251 13 335 24 372 4 3 13 20 36 20 16 72 715 Total 24 895 38 957 55 1127 111 1293 28 24 58 110 157 78 46 281 2641 04:00 PM 12 200 3 215 22 285 24 331 5 9 9 23 45 32 12 89 658 04:15 PM 4 221 6 231 14 326 27 367 2 6 12 20 40 26 16 82 700 04:30 PM 7 184 4 195 23 286 21 330 7 9 10 26 46 39 10 95 646 04:45 PM 5 206 10 221 21 356 21 398 4 7 10 21 33 21 13 67 707 Total 28 811 23 862 80 1253 93 1426 18 31 41 90 164 118 51 333 2711 Grand Total 52 1706 61 1819 135 2380 204 2719 46 55 99 200 321 196 97 614 5352 Apprch % 2.9 93.8 3.4 5 87.5 7.5 23 27.5 49.5 52.3 31.9 15.8 Total % 1 31.9 1.1 34 2.5 44.5 3.8 50.8 0.9 1 1.8 3.7 6 3.7 1.8 11.5 Morrison, CO 80465 File Name : DrakeResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and Research Blvd Research Blvd Drake Rd Drake Rd Research Blvd Right 97 Thru 196 Left 321 Out In Total 311 614 925 Right 204 Thru 2380 Left 135 Out In Total 2126 2719 4845 Left 46 Thru 55 Right 99 Out In Total 392 200 592 Left 52 Thru 1706 Right 61 Out In Total 2523 1819 4342 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 File Name : DrakeResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and Research Blvd Drake Rd Eastbound Drake Rd Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:45 PM 03:45 PM 5 240 6 251 13 335 24 372 4 3 13 20 36 20 16 72 715 04:00 PM 12 200 3 215 22 285 24 331 5 9 9 23 45 32 12 89 658 04:15 PM 4 221 6 231 14 326 27 367 2 6 12 20 40 26 16 82 700 04:30 PM 7 184 4 195 23 286 21 330 7 9 10 26 46 39 10 95 646 Total Volume 28 845 19 892 72 1232 96 1400 18 27 44 89 167 117 54 338 2719 % App. Total 3.1 94.7 2.1 5.1 88 6.9 20.2 30.3 49.4 49.4 34.6 16 PHF .583 .880 .792 .888 .783 .919 .889 .941 .643 .750 .846 .856 .908 .750 .844 .889 .951 Research Blvd Drake Rd Drake Rd Research Blvd Right File Name : DrakeResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and Research Blvd Image 1 Morrison, CO 80465 File Name : DrakeSouthCampusAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and South Campus Access Groups Printed- Unshifted Drake Rd Eastbound Drake Rd Westbound South Campus Access Southbound Start Time Left Thru App. Total Thru Right App. Total Left Right App. Total Int. Total 07:30 AM 26 280 306 158 40 198 3 4 7 511 07:45 AM 35 226 261 228 55 283 3 10 13 557 Total 61 506 567 386 95 481 6 14 20 1068 08:00 AM 19 186 205 200 43 243 3 1 4 452 08:15 AM 18 228 246 129 29 158 5 3 8 412 08:30 AM 9 260 269 179 14 193 0 4 4 466 08:45 AM 4 298 302 204 25 229 3 5 8 539 Total 50 972 1022 712 111 823 11 13 24 1869 09:00 AM 10 207 217 152 19 171 0 2 2 390 09:15 AM 9 204 213 155 18 173 4 5 9 395 Grand Total 130 1889 2019 1405 243 1648 21 34 55 3722 Apprch % 6.4 93.6 85.3 14.7 38.2 61.8 Total % 3.5 50.8 54.2 37.7 6.5 44.3 0.6 0.9 1.5 Morrison, CO 80465 File Name : DrakeSouthCampusAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and South Campus Access South Campus Access Drake Rd Drake Rd Right 34 Left 21 Out In Total 373 55 428 Right 243 Thru 1405 Out In Total 1910 1648 3558 Left 130 Thru 1889 Out In Total 1439 2019 3458 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 File Name : DrakeSouthCampusAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and South Campus Access Drake Rd Eastbound Drake Rd Westbound South Campus Access Southbound Start Time Left Thru App. Total Thru Right App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 26 280 306 158 40 198 3 4 7 511 07:45 AM 35 226 261 228 55 283 3 10 13 557 08:00 AM 19 186 205 200 43 243 3 1 4 452 08:15 AM 18 228 246 129 29 158 5 3 8 412 Total Volume 98 920 1018 715 167 882 14 18 32 1932 % App. Total 9.6 90.4 81.1 18.9 43.8 56.2 PHF .700 .821 .832 .784 .759 .779 .700 .450 .615 .867 South Campus Access Drake Rd Drake Rd Right 18 Left 14 Out In Total 265 32 297 Right 167 Thru 715 Out In Total 934 882 1816 Left 98 Thru 920 Out In Total 733 1018 1751 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 File Name : DrakeSouthCampusAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and South Campus Access Image 1 Morrison, CO 80465 File Name : DrakeSouthCampusPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and South Campus Access Groups Printed- Unshifted Drake Rd Eastbound Drake Rd Westbound South Campus Access Southbound Start Time Left Thru App. Total Thru Right App. Total Left Right App. Total Int. Total 03:00 PM 5 262 267 307 6 313 19 5 24 604 03:15 PM 6 282 288 294 6 300 7 7 14 602 03:30 PM 3 270 273 304 6 310 14 7 21 604 03:45 PM 4 291 295 371 7 378 10 4 14 687 Total 18 1105 1123 1276 25 1301 50 23 73 2497 04:00 PM 8 251 259 311 12 323 20 29 49 631 04:15 PM 7 262 269 364 5 369 16 24 40 678 04:30 PM 5 241 246 287 14 301 24 23 47 594 04:45 PM 5 248 253 386 9 395 25 21 46 694 Total 25 1002 1027 1348 40 1388 85 97 182 2597 Grand Total 43 2107 2150 2624 65 2689 135 120 255 5094 Apprch % 2 98 97.6 2.4 52.9 47.1 Total % 0.8 41.4 42.2 51.5 1.3 52.8 2.7 2.4 5 Morrison, CO 80465 File Name : DrakeSouthCampusPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and South Campus Access South Campus Access Drake Rd Drake Rd Right 120 Left 135 Out In Total 108 255 363 Right 65 Thru 2624 Out In Total 2242 2689 4931 Left 43 Thru 2107 Out In Total 2744 2150 4894 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 File Name : DrakeSouthCampusPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and South Campus Access Drake Rd Eastbound Drake Rd Westbound South Campus Access Southbound Start Time Left Thru App. Total Thru Right App. Total Left Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 3 270 273 304 6 310 14 7 21 604 03:45 PM 4 291 295 371 7 378 10 4 14 687 04:00 PM 8 251 259 311 12 323 20 29 49 631 04:15 PM 7 262 269 364 5 369 16 24 40 678 Total Volume 22 1074 1096 1350 30 1380 60 64 124 2600 % App. Total 2 98 97.8 2.2 48.4 51.6 PHF .688 .923 .929 .910 .625 .913 .750 .552 .633 .946 South Campus Access Drake Rd Drake Rd Right 64 Left 60 Out In Total 52 124 176 Right 30 Thru 1350 Out In Total 1134 1380 2514 Left 22 Thru 1074 Out In Total 1414 1096 2510 Peak Hour Begins at 03:30 PM Unshifted Peak Hour Data North Morrison, CO 80465 File Name : DrakeSouthCampusPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and South Campus Access Image 1 Morrison, CO 80465 File Name : GiletteAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Gilette Dr North/Southbound only Groups Printed- Unshifted Gilette Dr Northbound Gilette Dr Southbound Start Time Thru App. Total Thru App. Total Int. Total 07:30 AM 24 24 27 27 51 07:45 AM 13 13 44 44 57 Total 37 37 71 71 108 08:00 AM 29 29 14 14 43 08:15 AM 11 11 14 14 25 08:30 AM 11 11 8 8 19 08:45 AM 16 16 8 8 24 Total 67 67 44 44 111 09:00 AM 13 13 6 6 19 09:15 AM 10 10 6 6 16 Grand Total 127 127 127 127 254 Apprch % 100 100 Total % 50 50 50 50 Morrison, CO 80465 File Name : GiletteAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Gilette Dr North/Southbound only Gilette Dr Gilette Dr Thru 127 Out In Total 127 127 254 Thru 127 Out In Total 127 127 254 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 File Name : GiletteAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Gilette Dr North/Southbound only Gilette Dr Northbound Gilette Dr Southbound Start Time Thru App. Total Thru App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 24 24 27 27 51 07:45 AM 13 13 44 44 57 08:00 AM 29 29 14 14 43 08:15 AM 11 11 14 14 25 Total Volume 77 77 99 99 176 % App. Total 100 100 PHF .664 .664 .563 .563 .772 Gilette Dr Gilette Dr Thru 99 Out In Total 77 99 176 Thru 77 Out In Total 99 77 176 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 File Name : GiletteAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Gilette Dr North/Southbound only Image 1 Morrison, CO 80465 File Name : GilettePM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Gilette North/Southbound Only Groups Printed- Unshifted Gilette Dr Northbound Gilette Dr Southbound Start Time Thru App. Total Thru App. Total Int. Total 03:00 PM 8 8 14 14 22 03:15 PM 6 6 6 6 12 03:30 PM 13 13 11 11 24 03:45 PM 8 8 7 7 15 Total 35 35 38 38 73 04:00 PM 11 11 24 24 35 04:15 PM 11 11 10 10 21 04:30 PM 15 15 14 14 29 04:45 PM 21 21 17 17 38 Total 58 58 65 65 123 Grand Total 93 93 103 103 196 Apprch % 100 100 Total % 47.4 47.4 52.6 52.6 Morrison, CO 80465 File Name : GilettePM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Gilette North/Southbound Only Gilette Dr Gilette Dr Thru 103 Out In Total 93 103 196 Thru 93 Out In Total 103 93 196 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 File Name : GilettePM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Gilette North/Southbound Only Gilette Dr Northbound Gilette Dr Southbound Start Time Thru App. Total Thru App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 11 11 24 24 35 04:15 PM 11 11 10 10 21 04:30 PM 15 15 14 14 29 04:45 PM 21 21 17 17 38 Total Volume 58 58 65 65 123 % App. Total 100 100 PHF .690 .690 .677 .677 .809 Gilette Dr Gilette Dr Thru 65 Out In Total 58 65 123 Thru 58 Out In Total 65 58 123 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North Morrison, CO 80465 File Name : GilettePM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Gilette North/Southbound Only Image 1 Morrison, CO 80465 File Name : ProspectCenterAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Prospect Rd and Center Ave Groups Printed- Unshifted Prospect Rd Eastbound Prospect Rd Westbound Center Ave Northbound Center Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:30 AM 43 203 26 272 61 157 36 254 11 58 70 139 4 5 3 12 677 07:45 AM 52 258 29 339 97 134 41 272 19 77 76 172 5 11 3 19 802 Total 95 461 55 611 158 291 77 526 30 135 146 311 9 16 6 31 1479 08:00 AM 23 201 23 247 54 129 20 203 15 46 40 101 2 8 8 18 569 08:15 AM 14 195 16 225 64 109 20 193 6 27 43 76 5 13 4 22 516 08:30 AM 43 209 25 277 49 146 26 221 11 60 61 132 2 12 5 19 649 08:45 AM 32 246 32 310 53 127 30 210 13 47 69 129 6 11 7 24 673 Total 112 851 96 1059 220 511 96 827 45 180 213 438 15 44 24 83 2407 09:00 AM 34 173 17 224 44 129 33 206 12 47 41 100 5 11 10 26 556 09:15 AM 23 131 5 159 33 137 14 184 17 44 34 95 12 23 22 57 495 Grand Total 264 1616 173 2053 455 1068 220 1743 104 406 434 944 41 94 62 197 4937 Apprch % 12.9 78.7 8.4 26.1 61.3 12.6 11 43 46 20.8 47.7 31.5 Total % 5.3 32.7 3.5 41.6 9.2 21.6 4.5 35.3 2.1 8.2 8.8 19.1 0.8 1.9 1.3 4 Morrison, CO 80465 File Name : ProspectCenterAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Prospect Rd and Center Ave Center Ave Prospect Rd Prospect Rd Center Ave Right 62 Thru 94 Left 41 Out In Total 890 197 1087 Right 220 Thru 1068 Left 455 Out In Total 2091 1743 3834 Left 104 Thru 406 Right 434 Out In Total 722 944 1666 Left 264 Thru 1616 Right 173 Out In Total 1234 2053 3287 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 File Name : ProspectCenterAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Prospect Rd and Center Ave Prospect Rd Eastbound Prospect Rd Westbound Center Ave Northbound Center Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 43 203 26 272 61 157 36 254 11 58 70 139 4 5 3 12 677 07:45 AM 52 258 29 339 97 134 41 272 19 77 76 172 5 11 3 19 802 08:00 AM 23 201 23 247 54 129 20 203 15 46 40 101 2 8 8 18 569 08:15 AM 14 195 16 225 64 109 20 193 6 27 43 76 5 13 4 22 516 Total Volume 132 857 94 1083 276 529 117 922 51 208 229 488 16 37 18 71 2564 % App. Total 12.2 79.1 8.7 29.9 57.4 12.7 10.5 42.6 46.9 22.5 52.1 25.4 PHF .635 .830 .810 .799 .711 .842 .713 .847 .671 .675 .753 .709 .800 .712 .563 .807 .799 Center Ave Prospect Rd Prospect Rd Center Ave Right 18 Thru 37 Left 16 Out In Total File Name : ProspectCenterAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Prospect Rd and Center Ave Image 1 Morrison, CO 80465 File Name : ProspectCenterPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Prospect Rd and Center Ave Groups Printed- Unshifted Prospect Rd Eastbound Prospect Rd Westbound Center Ave Northbound Center Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 9 198 13 220 42 188 7 237 16 24 80 120 25 37 20 82 659 03:15 PM 14 248 12 274 51 218 12 281 21 13 60 94 25 38 35 98 747 03:30 PM 12 215 8 235 60 192 10 262 17 30 83 130 20 38 29 87 714 03:45 PM 17 241 9 267 43 228 14 285 10 24 68 102 14 30 17 61 715 Total 52 902 42 996 196 826 43 1065 64 91 291 446 84 143 101 328 2835 04:00 PM 4 198 3 205 53 201 6 260 21 12 78 111 17 48 41 106 682 04:15 PM 5 200 8 213 69 259 8 336 22 10 53 85 13 36 21 70 704 04:30 PM 11 195 9 215 40 214 4 258 19 19 74 112 12 45 14 71 656 04:45 PM 9 233 14 256 63 252 12 327 14 15 69 98 16 49 30 95 776 Total 29 826 34 889 225 926 30 1181 76 56 274 406 58 178 106 342 2818 Grand Total 81 1728 76 1885 421 1752 73 2246 140 147 565 852 142 321 207 670 5653 Apprch % 4.3 91.7 4 18.7 78 3.3 16.4 17.3 66.3 21.2 47.9 30.9 Total % 1.4 30.6 1.3 33.3 7.4 31 1.3 39.7 2.5 2.6 10 15.1 2.5 5.7 3.7 11.9 Morrison, CO 80465 File Name : ProspectCenterPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Prospect Rd and Center Ave Center Ave Prospect Rd Prospect Rd Center Ave Right 207 Thru 321 Left 142 Out In Total 301 670 971 Right 73 Thru 1752 Left 421 Out In Total 2435 2246 4681 Left 140 Thru 147 Right 565 Out In Total 818 852 1670 Left 81 Thru 1728 Right 76 Out In Total 2099 1885 3984 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 File Name : ProspectCenterPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Prospect Rd and Center Ave Prospect Rd Eastbound Prospect Rd Westbound Center Ave Northbound Center Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 14 248 12 274 51 218 12 281 21 13 60 94 25 38 35 98 747 03:30 PM 12 215 8 235 60 192 10 262 17 30 83 130 20 38 29 87 714 03:45 PM 17 241 9 267 43 228 14 285 10 24 68 102 14 30 17 61 715 04:00 PM 4 198 3 205 53 201 6 260 21 12 78 111 17 48 41 106 682 Total Volume 47 902 32 981 207 839 42 1088 69 79 289 437 76 154 122 352 2858 % App. Total 4.8 91.9 3.3 19 77.1 3.9 15.8 18.1 66.1 21.6 43.8 34.7 PHF .691 .909 .667 .895 .863 .920 .750 .954 .821 .658 .870 .840 .760 .802 .744 .830 .956 Center Ave Prospect Rd Prospect Rd Center Ave Right 122 Thru 154 Left File Name : ProspectCenterPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Prospect Rd and Center Ave Image 1 Morrison, CO 80465 File Name : ResearchNorthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Northern Access Groups Printed- Unshifted Northern Access Eastbound Research Blvd Northbound Research Blvd Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total 07:30 AM 0 0 0 1 53 54 15 3 18 72 07:45 AM 2 2 4 5 63 68 22 4 26 98 Total 2 2 4 6 116 122 37 7 44 170 08:00 AM 1 0 1 3 38 41 22 1 23 65 08:15 AM 0 0 0 1 31 32 21 8 29 61 08:30 AM 0 1 1 1 49 50 23 4 27 78 08:45 AM 1 0 1 6 52 58 31 2 33 92 Total 2 1 3 11 170 181 97 15 112 296 09:00 AM 0 0 0 2 30 32 21 3 24 56 09:15 AM 0 1 1 1 34 35 12 3 15 51 Grand Total 4 4 8 20 350 370 167 28 195 573 Apprch % 50 50 5.4 94.6 85.6 14.4 Total % 0.7 0.7 1.4 3.5 61.1 64.6 29.1 4.9 34 Morrison, CO 80465 File Name : ResearchNorthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Northern Access Research Blvd Northern Access Research Blvd Right 28 Thru 167 Out In Total 354 195 549 Left 20 Thru 350 Out In Total 171 370 541 Left 4 Right 4 Out In Total 48 8 56 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 File Name : ResearchNorthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Northern Access Northern Access Eastbound Research Blvd Northbound Research Blvd Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 2 2 4 5 63 68 22 4 26 98 08:00 AM 1 0 1 3 38 41 22 1 23 65 08:15 AM 0 0 0 1 31 32 21 8 29 61 08:30 AM 0 1 1 1 49 50 23 4 27 78 Total Volume 3 3 6 10 181 191 88 17 105 302 % App. Total 50 50 5.2 94.8 83.8 16.2 PHF .375 .375 .375 .500 .718 .702 .957 .531 .905 .770 Research Blvd Northern Access Research Blvd Right 17 Thru 88 Out In Total 184 105 289 Left 10 Thru 181 Out In Total 91 191 282 Left 3 Right 3 Out In Total 27 6 33 Peak Hour Begins at 07:45 AM Unshifted Peak Hour Data North Morrison, CO 80465 File Name : ResearchNorthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Northern Access Image 1 Morrison, CO 80465 File Name : ResearchNorthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Northern Access Groups Printed- Unshifted Northern Access Eastbound Research Blvd Northbound Research Blvd Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total 03:00 PM 4 2 6 0 24 24 58 2 60 90 03:15 PM 1 1 2 0 43 43 50 3 53 98 03:30 PM 2 1 3 0 41 41 53 1 54 98 03:45 PM 2 3 5 0 24 24 61 4 65 94 Total 9 7 16 0 132 132 222 10 232 380 04:00 PM 3 2 5 1 38 39 63 2 65 109 04:15 PM 4 1 5 1 37 38 64 2 66 109 04:30 PM 1 1 2 1 29 30 73 1 74 106 04:45 PM 1 3 4 1 46 47 61 2 63 114 Total 9 7 16 4 150 154 261 7 268 438 Grand Total 18 14 32 4 282 286 483 17 500 818 Apprch % 56.2 43.8 1.4 98.6 96.6 3.4 Total % 2.2 1.7 3.9 0.5 34.5 35 59 2.1 61.1 Morrison, CO 80465 File Name : ResearchNorthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Northern Access Research Blvd Northern Access Research Blvd Right 17 Thru 483 Out In Total 300 500 800 Left 4 Thru 282 Out In Total 497 286 783 Left 18 Right 14 Out In Total 21 32 53 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 File Name : ResearchNorthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Northern Access Northern Access Eastbound Research Blvd Northbound Research Blvd Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 3 2 5 1 38 39 63 2 65 109 04:15 PM 4 1 5 1 37 38 64 2 66 109 04:30 PM 1 1 2 1 29 30 73 1 74 106 04:45 PM 1 3 4 1 46 47 61 2 63 114 Total Volume 9 7 16 4 150 154 261 7 268 438 % App. Total 56.2 43.8 2.6 97.4 97.4 2.6 PHF .563 .583 .800 1.00 .815 .819 .894 .875 .905 .961 Research Blvd Northern Access Research Blvd Right 7 Thru 261 Out In Total 159 268 427 Left 4 Thru 150 Out In Total 268 154 422 Left 9 Right 7 Out In Total 11 16 27 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North Morrison, CO 80465 File Name : ResearchNorthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Northern Access Image 1 Morrison, CO 80465 File Name : ResearchSouthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Southern Access/Tennis Groups Printed- Unshifted Southern Access Eastbound Tennis Courts Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:30 AM 0 0 5 5 0 0 0 0 12 69 0 81 0 10 4 14 100 07:45 AM 1 0 3 4 0 0 0 0 25 92 0 117 0 12 6 18 139 Total 1 0 8 9 0 0 0 0 37 161 0 198 0 22 10 32 239 08:00 AM 0 0 6 6 0 0 0 0 17 61 0 78 0 8 6 14 98 08:15 AM 2 0 8 10 0 0 0 0 19 34 0 53 0 12 7 19 82 08:30 AM 6 0 7 13 0 0 0 0 20 43 0 63 0 13 9 22 98 08:45 AM 3 0 7 10 0 0 0 0 21 52 0 73 0 24 4 28 111 Total 11 0 28 39 0 0 0 0 77 190 0 267 0 57 26 83 389 09:00 AM 2 0 13 15 0 0 0 0 13 33 0 46 0 11 4 15 76 09:15 AM 4 0 22 26 0 0 0 0 16 31 0 47 0 11 0 11 84 Grand Total 18 0 71 89 0 0 0 0 143 415 0 558 0 101 40 141 788 Apprch % 20.2 0 79.8 0 0 0 25.6 74.4 0 0 71.6 28.4 Total % 2.3 0 9 11.3 0 0 0 0 18.1 52.7 0 70.8 0 12.8 5.1 17.9 Morrison, CO 80465 File Name : ResearchSouthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Southern Access/Tennis Research Blvd Southern Access Tennis Courts Research Blvd Right 40 Thru 101 Left 0 Out In Total 433 141 574 Right 0 Thru 0 Left 0 Out In Total 0 0 0 Left 143 Thru 415 Right 0 Out In Total 172 558 730 Left 18 Thru 0 Right 71 Out In Total 183 89 272 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 File Name : ResearchSouthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Southern Access/Tennis Southern Access Eastbound Tennis Courts Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 5 5 0 0 0 0 12 69 0 81 0 10 4 14 100 07:45 AM 1 0 3 4 0 0 0 0 25 92 0 117 0 12 6 18 139 08:00 AM 0 0 6 6 0 0 0 0 17 61 0 78 0 8 6 14 98 08:15 AM 2 0 8 10 0 0 0 0 19 34 0 53 0 12 7 19 82 Total Volume 3 0 22 25 0 0 0 0 73 256 0 329 0 42 23 65 419 % App. Total 12 0 88 0 0 0 22.2 77.8 0 0 64.6 35.4 PHF .375 .000 .688 .625 .000 .000 .000 .000 .730 .696 .000 .703 .000 .875 .821 .855 .754 Research Blvd Southern Access Tennis Courts Research Blvd Right 23 Thru 42 Left 0 Out In Total File Name : ResearchSouthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Southern Access/Tennis Image 1 Morrison, CO 80465 File Name : ResearchSouthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Southern Access/Tennis Groups Printed- Unshifted Southern Access Eastbound Tennis Courts Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 4 0 22 26 0 0 0 0 11 18 0 29 0 59 3 62 117 03:15 PM 7 0 18 25 0 0 0 0 14 39 0 53 0 45 2 47 125 03:30 PM 2 0 17 19 0 0 0 0 9 34 0 43 0 46 0 46 108 03:45 PM 2 0 25 27 0 0 0 0 9 25 0 34 0 50 4 54 115 Total 15 0 82 97 0 0 0 0 43 116 0 159 0 200 9 209 465 04:00 PM 2 0 21 23 0 0 0 0 12 33 0 45 0 64 6 70 138 04:15 PM 6 0 24 30 0 0 0 0 10 27 0 37 0 59 3 62 129 04:30 PM 3 0 22 25 0 0 0 0 9 27 0 36 0 73 2 75 136 04:45 PM 11 0 19 30 0 0 0 0 4 31 0 35 0 57 3 60 125 Total 22 0 86 108 0 0 0 0 35 118 0 153 0 253 14 267 528 Grand Total 37 0 168 205 0 0 0 0 78 234 0 312 0 453 23 476 993 Apprch % 18 0 82 0 0 0 25 75 0 0 95.2 4.8 Total % 3.7 0 16.9 20.6 0 0 0 0 7.9 23.6 0 31.4 0 45.6 2.3 47.9 Morrison, CO 80465 File Name : ResearchSouthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Southern Access/Tennis Research Blvd Southern Access Tennis Courts Research Blvd Right 23 Thru 453 Left 0 Out In Total 271 476 747 Right 0 Thru 0 Left 0 Out In Total 0 0 0 Left 78 Thru 234 Right 0 Out In Total 621 312 933 Left 37 Thru 0 Right 168 Out In Total 101 205 306 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 File Name : ResearchSouthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Southern Access/Tennis Southern Access Eastbound Tennis Courts Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 2 0 21 23 0 0 0 0 12 33 0 45 0 64 6 70 138 04:15 PM 6 0 24 30 0 0 0 0 10 27 0 37 0 59 3 62 129 04:30 PM 3 0 22 25 0 0 0 0 9 27 0 36 0 73 2 75 136 04:45 PM 11 0 19 30 0 0 0 0 4 31 0 35 0 57 3 60 125 Total Volume 22 0 86 108 0 0 0 0 35 118 0 153 0 253 14 267 528 % App. Total 20.4 0 79.6 0 0 0 22.9 77.1 0 0 94.8 5.2 PHF .500 .000 .896 .900 .000 .000 .000 .000 .729 .894 .000 .850 .000 .866 .583 .890 .957 Research Blvd Southern Access Tennis Courts Research Blvd Right 14 Thru 253 Left 0 File Name : ResearchSouthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Southern Access/Tennis Image 1 Morrison, CO 80465 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot APPENDIX B Intersection Analysis Worksheets HCM 2010 Signalized Intersection Summary 2015 Existing AM.syn 1: Centre Avenue & Prospect Road 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 132 857 94 276 529 117 51 208 229 16 37 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 508 1759 197 430 1645 430 349 441 375 138 441 375 Arrive On Green 0.07 0.53 0.53 0.12 0.58 0.58 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1774 3291 369 1774 2849 745 1308 1863 1583 807 1863 1583 Grp Volume(v), veh/h 206 584 565 389 412 383 76 306 305 20 52 32 Grp Sat Flow(s),veh/h/ln 1774 1863 1798 1774 1863 1731 1308 1863 1583 807 1863 1583 Q Serve(g_s), s 5.5 22.5 22.5 9.1 12.7 12.7 5.1 15.9 19.2 2.5 2.3 1.7 Cycle Q Clear(g_c), s 5.5 22.5 22.5 9.1 12.7 12.7 7.4 15.9 19.2 18.3 2.3 1.7 Prop In Lane 1.00 0.21 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 508 995 961 430 1075 999 349 441 375 138 441 375 V/C Ratio(X) 0.41 0.59 0.59 0.91 0.38 0.38 0.22 0.69 0.81 0.14 0.12 0.09 Avail Cap(c_a), veh/h 580 995 961 695 1075 999 349 441 375 138 441 375 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.7 16.7 16.7 18.3 12.1 12.1 34.6 36.8 38.1 45.2 31.7 31.4 Incr Delay (d2), s/veh 0.5 2.5 2.6 10.1 1.0 1.1 1.4 8.7 17.4 2.2 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.1 10.3 10.0 7.0 5.6 5.2 1.8 8.4 9.3 0.6 1.1 0.7 Lane Grp Delay (d), s/veh 10.2 19.2 19.3 28.4 13.2 13.2 36.0 45.6 55.6 47.4 32.2 31.9 Lane Grp LOS B B B C B B D D E D C C Approach Vol, veh/h 1355 1184 687 104 Approach Delay, s/veh 17.9 18.2 48.9 35.0 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 11.7 60.5 16.2 65.0 29.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 45.0 28.0 61.0 25.0 25.0 Max Q Clear Time (g_c+I1), s 7.5 24.5 11.1 14.7 21.2 20.3 Green Ext Time (p_c), s 0.2 12.8 1.1 19.7 1.4 1.6 Intersection Summary HCM 2010 Ctrl Delay 24.9 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2015 Existing PM.syn 1: Centre Avenue & Prospect Road 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 47 902 32 207 839 42 69 79 289 76 154 122 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 396 2021 98 411 2126 131 229 459 390 248 459 390 Arrive On Green 0.03 0.57 0.57 0.07 0.61 0.61 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3525 171 1774 3474 213 1020 1863 1583 935 1863 1583 Grp Volume(v), veh/h 68 524 515 241 489 479 84 120 332 100 192 165 Grp Sat Flow(s),veh/h/ln 1774 1863 1833 1774 1863 1825 1020 1863 1583 935 1863 1583 Q Serve(g_s), s 1.7 18.3 18.3 5.2 15.1 15.1 8.3 5.7 21.9 10.6 9.5 9.6 Cycle Q Clear(g_c), s 1.7 18.3 18.3 5.2 15.1 15.1 17.7 5.7 21.9 16.2 9.5 9.6 Prop In Lane 1.00 0.09 1.00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 1068 1051 411 1140 1117 229 459 390 248 459 390 V/C Ratio(X) 0.17 0.49 0.49 0.59 0.43 0.43 0.37 0.26 0.85 0.40 0.42 0.42 Avail Cap(c_a), veh/h 405 1068 1051 626 1140 1117 229 459 390 248 459 390 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.5 13.9 13.9 10.6 11.2 11.2 42.1 33.2 39.3 39.8 34.6 34.7 Incr Delay (d2), s/veh 0.2 1.6 1.6 1.3 1.2 1.2 4.5 1.4 20.2 4.8 2.8 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 Back of Q (50%), veh/ln 0.7 8.0 7.9 2.0 6.6 6.5 2.4 2.8 10.7 2.8 4.7 4.1 Lane Grp Delay (d), s/veh 9.7 15.5 15.5 12.0 12.4 12.4 46.6 34.6 59.5 44.6 37.4 38.0 Lane Grp LOS A B B B B B D C E D D D Approach Vol, veh/h 1107 1209 536 457 Approach Delay, s/veh 15.1 12.3 51.9 39.2 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.5 66.8 11.7 71.0 31.0 31.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 50.0 21.0 67.0 27.0 27.0 Max Q Clear Time (g_c+I1), s 3.7 20.3 7.2 17.1 23.9 18.2 Green Ext Time (p_c), s 0.0 16.5 0.6 20.8 1.4 2.8 Intersection Summary HCM 2010 Ctrl Delay 23.4 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2015 Background + Project AM.syn 1: Centre Avenue & Prospect Road 2/9/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 132 857 112 303 529 117 60 212 242 16 46 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 513 1596 213 467 1637 428 337 439 373 132 439 373 Arrive On Green 0.08 0.50 0.50 0.16 0.57 0.57 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1774 3220 430 1774 2849 745 1293 1863 1583 789 1863 1583 Grp Volume(v), veh/h 206 597 574 427 412 383 90 312 323 20 65 32 Grp Sat Flow(s),veh/h/ln 1774 1863 1787 1774 1863 1731 1293 1863 1583 789 1863 1583 Q Serve(g_s), s 6.0 25.3 25.3 13.4 12.8 12.8 6.3 16.3 20.8 2.5 2.9 1.7 Cycle Q Clear(g_c), s 6.0 25.3 25.3 13.4 12.8 12.8 9.2 16.3 20.8 18.9 2.9 1.7 Prop In Lane 1.00 0.24 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 513 923 886 467 1070 995 337 439 373 132 439 373 V/C Ratio(X) 0.40 0.65 0.65 0.91 0.38 0.39 0.27 0.71 0.87 0.15 0.15 0.09 Avail Cap(c_a), veh/h 577 923 886 675 1070 995 337 439 373 132 439 373 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.1 19.9 19.9 24.7 12.3 12.3 35.8 37.3 39.0 45.9 32.1 31.7 Incr Delay (d2), s/veh 0.5 3.5 3.7 13.1 1.0 1.1 1.9 9.4 22.7 2.4 0.7 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.4 11.8 11.4 8.1 5.7 5.3 2.2 8.7 10.4 0.6 1.4 0.7 Lane Grp Delay (d), s/veh 11.6 23.4 23.5 37.8 13.4 13.5 37.7 46.7 61.7 48.3 32.9 32.1 Lane Grp LOS B C C D B B D D E D C C Approach Vol, veh/h 1377 1222 725 117 Approach Delay, s/veh 21.7 21.9 52.2 35.3 Approach LOS C C D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 12.1 56.6 20.5 65.0 29.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 44.0 29.0 61.0 25.0 25.0 Max Q Clear Time (g_c+I1), s 8.0 27.3 15.4 14.8 22.8 20.9 Green Ext Time (p_c), s 0.2 11.3 1.1 20.1 0.9 1.6 Intersection Summary HCM 2010 Ctrl Delay 28.7 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2015 Background + Project PM.syn 1: Centre Avenue & Prospect Road 2/9/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 47 902 51 235 839 42 93 91 325 76 163 122 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 387 1884 144 402 2082 128 235 481 409 242 481 409 Arrive On Green 0.03 0.55 0.55 0.08 0.60 0.60 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1774 3417 262 1774 3474 213 1009 1863 1583 885 1863 1583 Grp Volume(v), veh/h 68 540 527 273 489 479 113 138 374 100 204 165 Grp Sat Flow(s),veh/h/ln 1774 1863 1817 1774 1863 1825 1009 1863 1583 885 1863 1583 Q Serve(g_s), s 1.8 19.9 19.9 6.0 15.5 15.5 11.4 6.4 24.9 11.1 9.9 9.4 Cycle Q Clear(g_c), s 1.8 19.9 19.9 6.0 15.5 15.5 21.3 6.4 24.9 17.5 9.9 9.4 Prop In Lane 1.00 0.14 1.00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 387 1027 1002 402 1116 1094 235 481 409 242 481 409 V/C Ratio(X) 0.18 0.53 0.53 0.68 0.44 0.44 0.48 0.29 0.92 0.41 0.42 0.40 Avail Cap(c_a), veh/h 412 1027 1002 653 1116 1094 235 481 409 242 481 409 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.3 15.4 15.4 12.9 11.8 11.8 42.4 32.2 39.1 39.3 33.5 33.3 Incr Delay (d2), s/veh 0.2 1.9 2.0 2.0 1.3 1.3 6.9 1.5 27.6 5.1 2.7 3.0 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 Back of Q (50%), veh/ln 0.7 9.0 8.7 3.2 6.8 6.6 3.3 3.2 12.8 2.8 4.9 4.0 Lane Grp Delay (d), s/veh 10.5 17.3 17.3 14.9 13.1 13.1 49.3 33.7 66.7 44.4 36.3 36.3 Lane Grp LOS B B B B B B D C E D D D Approach Vol, veh/h 1135 1241 625 469 Approach Delay, s/veh 16.9 13.5 56.3 38.0 Approach LOS B B E D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.5 63.8 12.7 69.0 32.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 46.0 24.0 65.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 3.8 21.9 8.0 17.5 26.9 19.5 Green Ext Time (p_c), s 0.0 14.8 0.7 21.0 0.6 3.1 Intersection Summary HCM 2010 Ctrl Delay 25.6 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2025 Background AM.syn 1: Centre Avenue & Prospect Road 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 167 1086 119 350 671 148 65 264 290 20 47 23 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 472 1408 158 517 1624 423 309 407 346 74 407 346 Arrive On Green 0.10 0.43 0.43 0.24 0.57 0.57 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1774 3292 368 1774 2852 742 1281 1863 1583 693 1863 1583 Grp Volume(v), veh/h 261 737 718 493 522 485 97 388 387 25 66 41 Grp Sat Flow(s),veh/h/ln 1774 1863 1798 1774 1863 1732 1281 1863 1583 693 1863 1583 Q Serve(g_s), s 8.9 41.2 41.8 24.8 18.4 18.4 7.3 22.6 24.0 1.4 3.2 2.3 Cycle Q Clear(g_c), s 8.9 41.2 41.8 24.8 18.4 18.4 10.4 22.6 24.0 24.0 3.2 2.3 Prop In Lane 1.00 0.20 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 472 797 769 517 1060 986 309 407 346 74 407 346 V/C Ratio(X) 0.55 0.93 0.93 0.95 0.49 0.49 0.31 0.95 1.12 0.34 0.16 0.12 Avail Cap(c_a), veh/h 580 797 769 519 1060 986 309 407 346 74 407 346 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.3 29.8 29.9 35.5 14.2 14.2 39.0 42.4 42.9 54.7 34.8 34.5 Incr Delay (d2), s/veh 1.0 18.2 19.8 28.2 1.6 1.8 2.6 34.4 84.5 11.8 0.9 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.7 22.2 22.0 17.7 8.3 7.8 2.6 14.3 17.5 0.9 1.5 1.0 Lane Grp Delay (d), s/veh 15.3 47.9 49.7 63.7 15.8 15.9 41.7 76.7 127.5 66.5 35.6 35.1 Lane Grp LOS B D D E B B D E F E D D Approach Vol, veh/h 1716 1500 872 132 Approach Delay, s/veh 43.7 31.6 95.4 41.3 Approach LOS D C F D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 15.3 51.0 30.9 66.6 28.0 28.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 47.0 27.0 56.0 24.0 24.0 Max Q Clear Time (g_c+I1), s 10.9 43.8 26.8 20.4 26.0 26.0 Green Ext Time (p_c), s 0.4 3.0 0.0 24.2 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 50.0 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2025 Background PM.syn 1: Centre Avenue & Prospect Road 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 1143 41 262 1064 53 87 100 366 96 195 155 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 320 1985 96 350 2125 130 185 449 381 212 449 381 Arrive On Green 0.04 0.56 0.56 0.08 0.61 0.61 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1774 3524 171 1774 3475 213 934 1863 1583 836 1863 1583 Grp Volume(v), veh/h 87 663 654 305 620 608 106 152 421 126 244 209 Grp Sat Flow(s),veh/h/ln 1774 1863 1833 1774 1863 1825 934 1863 1583 836 1863 1583 Q Serve(g_s), s 2.2 26.1 26.1 6.4 20.9 21.0 12.1 7.3 26.0 15.8 12.4 12.5 Cycle Q Clear(g_c), s 2.2 26.1 26.1 6.4 20.9 21.0 24.4 7.3 26.0 23.1 12.4 12.5 Prop In Lane 1.00 0.09 1.00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 320 1049 1032 350 1139 1116 185 449 381 212 449 381 V/C Ratio(X) 0.27 0.63 0.63 0.87 0.54 0.54 0.57 0.34 1.10 0.60 0.54 0.55 Avail Cap(c_a), veh/h 354 1049 1032 562 1139 1116 185 449 381 212 449 381 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.5 16.0 16.0 19.2 12.2 12.2 46.5 33.9 41.0 43.4 35.8 35.8 Incr Delay (d2), s/veh 0.5 2.9 3.0 8.6 1.9 1.9 12.3 2.0 77.1 11.7 4.7 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 Back of Q (50%), veh/ln 0.9 11.9 11.7 5.8 9.0 8.9 3.5 3.6 18.3 4.0 6.3 5.5 Lane Grp Delay (d), s/veh 11.0 18.9 19.0 27.7 14.1 14.1 58.8 35.9 118.1 55.2 40.5 41.4 Lane Grp LOS B B B C B B E D F E D D Approach Vol, veh/h 1404 1533 679 579 Approach Delay, s/veh 18.4 16.8 90.4 44.0 Approach LOS B B F D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.9 64.8 13.1 70.0 30.0 30.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 50.0 22.0 66.0 26.0 26.0 Max Q Clear Time (g_c+I1), s 4.2 28.1 8.4 23.0 28.0 25.1 Green Ext Time (p_c), s 0.0 17.1 0.7 28.1 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 33.0 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2025 Background + Project AM.syn 1: Centre Avenue & Prospect Road 2/3/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 167 1086 137 377 671 148 74 268 303 20 56 23 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 473 1353 174 524 1622 422 298 406 345 71 406 345 Arrive On Green 0.10 0.42 0.42 0.25 0.57 0.57 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1774 3237 416 1774 2852 742 1266 1863 1583 678 1863 1583 Grp Volume(v), veh/h 261 749 728 531 522 485 110 394 404 25 79 41 Grp Sat Flow(s),veh/h/ln 1774 1863 1789 1774 1863 1732 1266 1863 1583 678 1863 1583 Q Serve(g_s), s 9.1 43.1 43.9 28.0 18.5 18.5 8.5 23.1 24.0 0.9 3.8 2.3 Cycle Q Clear(g_c), s 9.1 43.1 43.9 28.0 18.5 18.5 12.4 23.1 24.0 24.0 3.8 2.3 Prop In Lane 1.00 0.23 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 473 779 748 524 1059 985 298 406 345 71 406 345 V/C Ratio(X) 0.55 0.96 0.97 1.01 0.49 0.49 0.37 0.97 1.17 0.35 0.19 0.12 Avail Cap(c_a), veh/h 563 779 748 524 1059 985 298 406 345 71 406 345 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.8 31.2 31.4 36.6 14.2 14.2 40.1 42.6 43.0 54.9 35.1 34.5 Incr Delay (d2), s/veh 1.0 24.2 26.8 42.7 1.6 1.8 3.5 37.6 102.9 13.1 1.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.8 24.6 24.6 20.8 8.3 7.8 3.0 15.0 19.3 1.0 1.9 1.0 Lane Grp Delay (d), s/veh 15.8 55.4 58.2 79.4 15.9 16.0 43.6 80.3 145.9 68.0 36.2 35.2 Lane Grp LOS B E E F B B D F F E D D Approach Vol, veh/h 1738 1538 908 145 Approach Delay, s/veh 50.6 37.8 105.0 41.4 Approach LOS D D F D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 15.4 50.0 32.0 66.6 28.0 28.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 17.0 46.0 28.0 57.0 24.0 24.0 Max Q Clear Time (g_c+I1), s 11.1 45.9 30.0 20.5 26.0 26.0 Green Ext Time (p_c), s 0.4 0.1 0.0 25.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 57.2 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary 2025 Background + Project PM.syn 1: Centre Avenue & Prospect Road 2/3/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 1143 60 290 1064 53 111 112 402 96 204 155 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 316 1796 128 373 2089 128 187 465 395 205 465 395 Arrive On Green 0.04 0.52 0.52 0.12 0.60 0.60 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3436 246 1774 3475 213 925 1863 1583 792 1863 1583 Grp Volume(v), veh/h 87 680 666 337 620 608 135 170 462 126 255 209 Grp Sat Flow(s),veh/h/ln 1774 1863 1819 1774 1863 1825 925 1863 1583 792 1863 1583 Q Serve(g_s), s 2.4 29.7 29.8 9.9 21.5 21.6 14.1 8.1 27.0 16.9 12.9 12.3 Cycle Q Clear(g_c), s 2.4 29.7 29.8 9.9 21.5 21.6 27.0 8.1 27.0 25.1 12.9 12.3 Prop In Lane 1.00 0.14 1.00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 316 973 951 373 1120 1097 187 465 395 205 465 395 V/C Ratio(X) 0.28 0.70 0.70 0.90 0.55 0.55 0.72 0.37 1.17 0.62 0.55 0.53 Avail Cap(c_a), veh/h 347 973 951 527 1120 1097 187 465 395 205 465 395 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.9 19.4 19.4 26.1 12.9 12.9 47.7 33.5 40.6 43.8 35.3 35.1 Incr Delay (d2), s/veh 0.5 4.2 4.3 14.5 2.0 2.0 21.2 2.2 99.9 13.1 4.6 5.0 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 Back of Q (50%), veh/ln 1.0 13.8 13.5 6.9 9.6 9.4 4.8 4.1 21.5 4.1 6.5 5.3 Lane Grp Delay (d), s/veh 12.4 23.6 23.7 40.6 14.9 14.9 68.9 35.7 140.5 57.0 39.9 40.1 Lane Grp LOS B C C D B B E D F E D D Approach Vol, veh/h 1433 1565 767 590 Approach Delay, s/veh 23.0 20.4 104.7 43.6 Approach LOS C C F D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.1 60.5 16.6 69.0 31.0 31.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 49.0 22.0 65.0 27.0 27.0 Max Q Clear Time (g_c+I1), s 4.4 31.8 11.9 23.6 29.0 27.1 Green Ext Time (p_c), s 0.0 14.2 0.7 27.9 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 39.2 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2025 Background + Project AM Imp.syn 1: Centre Avenue & Prospect Road 2/9/2015 2025 Background + Project AM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 167 1086 137 377 671 148 74 268 303 20 56 23 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 2 1 1 2 1 0 Cap, veh/h 473 1353 174 524 1622 422 125 406 345 142 168 87 Arrive On Green 0.10 0.42 0.42 0.25 0.57 0.57 0.04 0.22 0.22 0.15 0.15 0.15 Sat Flow, veh/h 1774 3237 416 1774 2852 742 3442 1863 1583 1316 1157 600 Grp Volume(v), veh/h 261 749 728 531 522 485 110 394 404 25 0 120 Grp Sat Flow(s),veh/h/ln 1774 1863 1789 1774 1863 1732 1721 1863 1583 658 0 1757 Q Serve(g_s), s 9.1 43.1 43.9 28.0 18.5 18.5 3.5 23.1 24.0 0.9 0.0 6.9 Cycle Q Clear(g_c), s 9.1 43.1 43.9 28.0 18.5 18.5 3.5 23.1 24.0 16.0 0.0 6.9 Prop In Lane 1.00 0.23 1.00 0.43 1.00 1.00 1.00 0.34 Lane Grp Cap(c), veh/h 473 779 748 524 1059 985 125 406 345 142 0 256 V/C Ratio(X) 0.55 0.96 0.97 1.01 0.49 0.49 0.88 0.97 1.17 0.18 0.00 0.47 Avail Cap(c_a), veh/h 563 779 748 524 1059 985 125 406 345 142 0 256 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 14.8 31.2 31.4 36.6 14.2 14.2 52.8 42.6 43.0 54.8 0.0 43.1 Incr Delay (d2), s/veh 1.0 24.2 26.8 42.7 1.6 1.8 45.9 37.6 102.9 2.7 0.0 6.1 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 Back of Q (50%), veh/ln 3.8 24.6 24.6 20.8 8.3 7.8 2.3 15.0 19.3 0.4 0.0 3.5 Lane Grp Delay (d), s/veh 15.8 55.4 58.2 79.4 15.9 16.0 98.7 80.3 145.9 57.5 0.0 49.2 Lane Grp LOS B E E F B B F F F E D Approach Vol, veh/h 1738 1538 908 145 Approach Delay, s/veh 50.6 37.8 111.7 50.6 Approach LOS D D F D Timer Assigned Phs 7 4 3 8 5 2 6 Phs Duration (G+Y+Rc), s 15.4 50.0 32.0 66.6 8.0 28.0 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 17.0 46.0 28.0 57.0 4.0 24.0 16.0 Max Q Clear Time (g_c+I1), s 11.1 45.9 30.0 20.5 5.5 26.0 18.0 Green Ext Time (p_c), s 0.4 0.1 0.0 25.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 58.9 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary 2025 Background + Project PM Imp.syn 1: Centre Avenue & Prospect Road 2/9/2015 2025 Background + Project PM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 1143 60 290 1064 53 111 112 402 96 204 155 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 2 1 1 2 1 0 Cap, veh/h 263 1351 97 364 1764 108 157 630 536 525 243 199 Arrive On Green 0.04 0.39 0.39 0.16 0.51 0.51 0.05 0.34 0.34 0.26 0.26 0.26 Sat Flow, veh/h 1774 3436 246 1774 3475 213 3442 1863 1583 1536 948 777 Grp Volume(v), veh/h 87 680 666 337 620 608 135 170 462 126 0 464 Grp Sat Flow(s),veh/h/ln 1774 1863 1819 1774 1863 1825 1721 1863 1583 768 0 1726 Q Serve(g_s), s 3.2 38.1 38.3 15.3 26.8 26.9 4.3 7.3 29.8 7.3 0.0 28.0 Cycle Q Clear(g_c), s 3.2 38.1 38.3 15.3 26.8 26.9 4.3 7.3 29.8 7.3 0.0 28.0 Prop In Lane 1.00 0.14 1.00 0.12 1.00 1.00 1.00 0.45 Lane Grp Cap(c), veh/h 263 733 715 364 946 927 157 630 536 525 0 442 V/C Ratio(X) 0.33 0.93 0.93 0.92 0.66 0.66 0.86 0.27 0.86 0.24 0.00 1.05 Avail Cap(c_a), veh/h 298 733 715 375 946 927 157 630 536 525 0 442 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 19.4 31.7 31.8 34.6 19.9 19.9 51.8 26.3 33.8 33.0 0.0 40.7 Incr Delay (d2), s/veh 0.7 19.7 20.5 27.9 3.5 3.6 34.7 1.1 16.6 1.1 0.0 56.6 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 Back of Q (50%), veh/ln 1.4 21.2 20.9 12.2 12.5 12.3 2.6 3.5 13.9 1.5 0.0 19.0 Lane Grp Delay (d), s/veh 20.1 51.4 52.2 62.5 23.4 23.5 86.6 27.4 50.4 34.0 0.0 97.2 Lane Grp LOS C D D E C C F C D C F Approach Vol, veh/h 1433 1565 767 590 Approach Delay, s/veh 49.9 31.9 51.7 83.7 Approach LOS D C D F Timer Assigned Phs 7 4 3 8 5 2 6 Phs Duration (G+Y+Rc), s 8.8 47.0 21.3 59.5 9.0 41.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 43.0 18.0 54.0 5.0 37.0 28.0 Max Q Clear Time (g_c+I1), s 5.2 40.3 17.3 28.9 6.3 31.8 30.0 Green Ext Time (p_c), s 0.0 2.5 0.1 19.3 0.0 2.8 0.0 Intersection Summary HCM 2010 Ctrl Delay 48.3 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2015 Existing AM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 104 172 32 48 31 31 41 913 273 103 727 58 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 356 328 279 170 217 185 414 1609 470 268 1996 205 Arrive On Green 0.10 0.18 0.18 0.04 0.12 0.12 0.03 0.58 0.58 0.05 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 2773 810 1774 3324 342 Grp Volume(v), veh/h 179 277 52 56 56 48 56 743 699 145 458 443 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1720 1774 1863 1802 Q Serve(g_s), s 8.2 14.9 2.9 2.8 2.8 2.9 1.3 28.8 29.6 3.2 13.4 13.4 Cycle Q Clear(g_c), s 8.2 14.9 2.9 2.8 2.8 2.9 1.3 28.8 29.6 3.2 13.4 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.47 1.00 0.19 Lane Grp Cap(c), veh/h 356 328 279 170 217 185 414 1081 998 268 1119 1082 V/C Ratio(X) 0.50 0.84 0.19 0.33 0.26 0.26 0.14 0.69 0.70 0.54 0.41 0.41 Avail Cap(c_a), veh/h 356 433 368 172 325 276 428 1081 998 367 1119 1082 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.4 41.2 36.2 38.5 41.5 41.5 8.7 15.1 15.3 14.9 10.9 10.9 Incr Delay (d2), s/veh 1.1 11.2 0.3 1.1 0.6 0.7 0.1 3.6 4.1 1.7 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.7 8.1 1.2 1.3 1.4 1.2 0.5 13.0 12.4 1.6 5.8 5.6 Lane Grp Delay (d), s/veh 30.5 52.4 36.6 39.6 42.1 42.3 8.9 18.7 19.4 16.6 12.0 12.1 Lane Grp LOS C D D D D D A B B B B B Approach Vol, veh/h 508 160 1498 1046 Approach Delay, s/veh 43.1 41.3 18.7 12.7 Approach LOS D D B B Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 14.0 22.2 7.9 16.1 7.2 63.9 9.3 66.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 24.0 4.0 18.0 4.0 55.0 11.0 62.0 Max Q Clear Time (g_c+I1), s 10.2 16.9 4.8 4.9 3.3 31.6 5.2 15.4 Green Ext Time (p_c), s 0.0 1.3 0.0 1.9 0.0 16.7 0.2 25.9 Intersection Summary HCM 2010 Ctrl Delay 21.7 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2015 Existing PM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 101 107 122 169 118 80 71 902 107 89 1094 112 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 350 317 269 296 403 342 242 1591 265 316 1704 213 Arrive On Green 0.06 0.17 0.17 0.11 0.22 0.22 0.04 0.51 0.51 0.06 0.52 0.52 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3115 519 1774 3247 407 Grp Volume(v), veh/h 140 255 167 204 140 100 92 574 546 137 688 665 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1771 1774 1863 1791 Q Serve(g_s), s 6.0 13.3 9.9 8.6 6.4 5.3 2.5 22.0 22.0 3.6 28.1 28.4 Cycle Q Clear(g_c), s 6.0 13.3 9.9 8.6 6.4 5.3 2.5 22.0 22.0 3.6 28.1 28.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.23 Lane Grp Cap(c), veh/h 350 317 269 296 403 342 242 951 904 316 977 940 V/C Ratio(X) 0.40 0.81 0.62 0.69 0.35 0.29 0.38 0.60 0.60 0.43 0.70 0.71 Avail Cap(c_a), veh/h 350 406 345 319 516 439 292 951 904 428 977 940 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.8 40.3 38.9 27.2 33.5 33.1 15.4 17.5 17.5 13.4 18.1 18.2 Incr Delay (d2), s/veh 0.7 8.9 2.3 5.7 0.5 0.5 1.0 2.8 3.0 0.9 4.2 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.1 7.1 4.2 4.6 3.1 2.2 1.0 10.2 9.7 1.4 13.2 12.8 Lane Grp Delay (d), s/veh 33.5 49.3 41.2 32.9 34.1 33.6 16.3 20.3 20.5 14.3 22.3 22.6 Lane Grp LOS C D D C C C B C C B C C Approach Vol, veh/h 562 444 1212 1490 Approach Delay, s/veh 42.9 33.4 20.1 21.7 Approach LOS D C C C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 10.0 21.2 14.7 25.9 8.2 55.6 9.6 57.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 22.0 12.0 28.0 7.0 48.0 12.0 53.0 Max Q Clear Time (g_c+I1), s 8.0 15.3 10.6 8.4 4.5 24.0 5.6 30.4 Green Ext Time (p_c), s 0.0 1.9 0.1 3.1 0.0 17.6 0.2 16.9 Intersection Summary HCM 2010 Ctrl Delay 25.8 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2015 Background + Project AM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 104 172 32 57 31 49 41 913 291 139 727 58 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 348 323 274 166 217 184 417 1571 489 277 2016 207 Arrive On Green 0.09 0.17 0.17 0.04 0.12 0.12 0.03 0.58 0.58 0.06 0.61 0.61 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 2728 848 1774 3324 342 Grp Volume(v), veh/h 179 277 52 66 56 75 56 755 709 196 458 443 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1713 1774 1863 1802 Q Serve(g_s), s 8.4 15.2 3.0 3.4 2.9 4.6 1.4 30.5 31.6 4.2 13.5 13.5 Cycle Q Clear(g_c), s 8.4 15.2 3.0 3.4 2.9 4.6 1.4 30.5 31.6 4.2 13.5 13.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.19 Lane Grp Cap(c), veh/h 348 323 274 166 217 184 417 1073 987 277 1130 1093 V/C Ratio(X) 0.51 0.86 0.19 0.40 0.26 0.41 0.13 0.70 0.72 0.71 0.41 0.41 Avail Cap(c_a), veh/h 348 388 330 166 283 240 430 1073 987 387 1130 1093 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.5 42.4 37.3 39.6 42.5 43.2 9.0 15.9 16.2 18.8 10.8 10.8 Incr Delay (d2), s/veh 1.3 15.1 0.3 1.5 0.6 1.4 0.1 3.9 4.5 3.5 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.9 8.7 1.2 1.6 1.4 1.9 0.5 13.7 13.2 5.4 5.8 5.6 Lane Grp Delay (d), s/veh 31.8 57.4 37.6 41.2 43.1 44.7 9.1 19.8 20.7 22.3 11.9 11.9 Lane Grp LOS C E D D D D A B C C B B Approach Vol, veh/h 508 197 1520 1097 Approach Delay, s/veh 46.4 43.1 19.8 13.8 Approach LOS D D B B Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 14.0 22.3 8.0 16.3 7.2 64.8 10.5 68.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 22.0 4.0 16.0 4.0 55.0 13.0 64.0 Max Q Clear Time (g_c+I1), s 10.4 17.2 5.4 6.6 3.4 33.6 6.2 15.5 Green Ext Time (p_c), s 0.0 1.0 0.0 1.6 0.0 15.8 0.3 26.9 Intersection Summary HCM 2010 Ctrl Delay 23.3 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2015 Background + Project PM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 101 107 122 193 118 128 71 902 126 126 1094 112 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 360 315 268 317 407 346 237 1462 286 317 1664 208 Arrive On Green 0.07 0.17 0.17 0.12 0.22 0.22 0.04 0.48 0.48 0.07 0.51 0.51 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3029 592 1774 3247 407 Grp Volume(v), veh/h 140 255 167 233 140 160 92 590 558 194 688 665 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1758 1774 1863 1791 Q Serve(g_s), s 6.6 13.4 9.9 9.9 6.4 8.9 2.6 24.3 24.4 5.1 29.0 29.2 Cycle Q Clear(g_c), s 6.6 13.4 9.9 9.9 6.4 8.9 2.6 24.3 24.4 5.1 29.0 29.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 0.23 Lane Grp Cap(c), veh/h 360 315 268 317 407 346 237 899 849 317 955 918 V/C Ratio(X) 0.39 0.81 0.62 0.74 0.34 0.46 0.39 0.66 0.66 0.61 0.72 0.72 Avail Cap(c_a), veh/h 360 385 328 351 514 437 283 899 849 451 955 918 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.0 40.6 39.2 26.8 33.5 34.5 16.5 19.9 19.9 16.0 19.1 19.2 Incr Delay (d2), s/veh 0.7 10.2 2.5 7.1 0.5 1.0 1.0 3.7 4.0 1.9 4.7 5.0 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 Back of Q (50%), veh/ln 3.0 7.3 4.2 6.6 3.1 3.7 1.1 11.4 10.9 2.1 13.7 13.3 Lane Grp Delay (d), s/veh 32.7 50.8 41.7 33.8 34.0 35.5 17.5 23.6 23.8 17.9 23.8 24.2 Lane Grp LOS C D D C C D B C C B C C Approach Vol, veh/h 562 533 1240 1547 Approach Delay, s/veh 43.6 34.4 23.3 23.2 Approach LOS D C C C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 11.0 21.1 16.0 26.2 8.3 53.0 11.3 56.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 21.0 14.0 28.0 7.0 44.0 15.0 52.0 Max Q Clear Time (g_c+I1), s 8.6 15.4 11.9 10.9 4.6 26.4 7.1 31.2 Green Ext Time (p_c), s 0.0 1.8 0.1 3.2 0.0 14.0 0.3 16.0 Intersection Summary HCM 2010 Ctrl Delay 27.7 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2025 Background AM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 132 218 41 61 39 39 52 1157 346 131 922 74 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 346 356 302 147 288 245 324 1548 440 210 1977 204 Arrive On Green 0.07 0.19 0.19 0.04 0.15 0.15 0.03 0.55 0.55 0.07 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 2792 793 1774 3322 343 Grp Volume(v), veh/h 228 352 67 71 71 60 71 922 906 185 581 562 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1723 1774 1863 1802 Q Serve(g_s), s 8.0 20.7 3.9 3.7 3.7 3.7 1.9 48.1 54.3 6.3 20.2 20.2 Cycle Q Clear(g_c), s 8.0 20.7 3.9 3.7 3.7 3.7 1.9 48.1 54.3 6.3 20.2 20.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.46 1.00 0.19 Lane Grp Cap(c), veh/h 346 356 302 147 288 245 324 1033 955 210 1108 1072 V/C Ratio(X) 0.66 0.99 0.22 0.48 0.25 0.25 0.22 0.89 0.95 0.88 0.52 0.52 Avail Cap(c_a), veh/h 346 356 302 147 288 245 348 1033 955 210 1108 1072 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 44.4 37.6 38.6 40.9 40.9 11.1 21.6 23.0 33.4 13.1 13.1 Incr Delay (d2), s/veh 4.5 44.9 0.4 2.4 0.4 0.5 0.3 11.7 19.0 32.3 1.8 1.8 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 Back of Q (50%), veh/ln 2.6 14.3 1.6 1.8 1.8 1.5 0.8 23.6 26.2 7.0 8.9 8.7 Lane Grp Delay (d), s/veh 40.5 89.3 38.0 41.0 41.3 41.4 11.4 33.3 42.0 65.7 14.9 14.9 Lane Grp LOS D F D D D D B C D E B B Approach Vol, veh/h 647 202 1899 1328 Approach Delay, s/veh 66.8 41.2 36.6 22.0 Approach LOS E D D C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 12.0 25.0 8.0 21.0 7.5 65.0 12.0 69.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 21.0 4.0 17.0 5.0 61.0 8.0 64.0 Max Q Clear Time (g_c+I1), s 10.0 22.7 5.7 5.7 3.9 56.3 8.3 22.2 Green Ext Time (p_c), s 0.0 0.0 0.0 2.3 0.0 4.5 0.0 33.1 Intersection Summary HCM 2010 Ctrl Delay 36.9 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2025 Background PM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 128 136 155 214 150 101 90 1143 136 113 1387 142 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 344 339 288 267 389 331 169 1556 258 246 1684 209 Arrive On Green 0.08 0.18 0.18 0.11 0.21 0.21 0.05 0.50 0.50 0.06 0.52 0.52 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3117 517 1774 3250 404 Grp Volume(v), veh/h 178 324 212 258 179 126 117 724 695 174 865 851 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1771 1774 1863 1791 Q Serve(g_s), s 9.0 19.0 13.9 12.0 9.2 7.5 3.5 35.0 35.6 5.0 46.0 48.0 Cycle Q Clear(g_c), s 9.0 19.0 13.9 12.0 9.2 7.5 3.5 35.0 35.6 5.0 46.0 48.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.23 Lane Grp Cap(c), veh/h 344 339 288 267 389 331 169 930 884 246 965 928 V/C Ratio(X) 0.52 0.96 0.74 0.97 0.46 0.38 0.69 0.78 0.79 0.71 0.90 0.92 Avail Cap(c_a), veh/h 344 339 288 267 389 331 169 930 884 309 965 928 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.4 44.6 42.5 32.5 38.1 37.4 25.0 22.6 22.7 21.7 23.8 24.3 Incr Delay (d2), s/veh 1.3 37.4 9.5 45.4 0.8 0.7 11.3 6.4 7.0 5.4 12.7 15.2 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 Back of Q (50%), veh/ln 4.1 12.5 6.4 8.9 4.5 3.1 3.8 16.9 16.6 5.2 23.1 23.5 Lane Grp Delay (d), s/veh 34.7 82.0 52.0 77.9 38.9 38.1 36.3 29.0 29.7 27.1 36.5 39.5 Lane Grp LOS C F D E D D D C C C D D Approach Vol, veh/h 714 563 1536 1890 Approach Delay, s/veh 61.3 56.6 29.9 37.0 Approach LOS E E C D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 13.0 24.0 16.0 27.0 9.0 58.9 11.1 61.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 20.0 12.0 23.0 5.0 51.0 11.0 57.0 Max Q Clear Time (g_c+I1), s 11.0 21.0 14.0 11.2 5.5 37.6 7.0 50.0 Green Ext Time (p_c), s 0.0 0.0 0.0 3.4 0.0 12.4 0.2 6.7 Intersection Summary HCM 2010 Ctrl Delay 40.7 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2025 Background + Project AM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 132 218 41 70 39 57 52 1157 364 167 922 74 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 342 356 302 147 288 245 324 1455 433 243 1976 204 Arrive On Green 0.07 0.19 0.19 0.04 0.15 0.15 0.03 0.53 0.53 0.10 0.59 0.59 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 2759 822 1774 3322 343 Grp Volume(v), veh/h 228 352 67 81 71 88 71 932 918 235 581 562 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1718 1774 1863 1802 Q Serve(g_s), s 8.0 20.7 3.9 4.0 3.7 5.5 2.0 52.1 58.0 10.4 20.2 20.2 Cycle Q Clear(g_c), s 8.0 20.7 3.9 4.0 3.7 5.5 2.0 52.1 58.0 10.4 20.2 20.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 0.19 Lane Grp Cap(c), veh/h 342 356 302 147 288 245 324 982 906 243 1108 1072 V/C Ratio(X) 0.67 0.99 0.22 0.55 0.25 0.36 0.22 0.95 1.01 0.97 0.52 0.52 Avail Cap(c_a), veh/h 342 356 302 147 288 245 348 982 906 243 1108 1072 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.0 44.4 37.6 39.7 40.9 41.6 12.0 24.6 26.0 39.0 13.1 13.1 Incr Delay (d2), s/veh 4.8 44.9 0.4 4.3 0.4 0.9 0.3 18.8 33.2 48.5 1.8 1.8 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 Back of Q (50%), veh/ln 2.6 14.3 1.6 2.1 1.8 2.3 0.8 27.4 31.0 9.8 8.9 8.7 Lane Grp Delay (d), s/veh 40.8 89.3 38.0 43.9 41.3 42.5 12.3 43.4 59.2 87.5 14.9 15.0 Lane Grp LOS D F D D D D B D F F B B Approach Vol, veh/h 647 240 1921 1378 Approach Delay, s/veh 66.9 42.6 49.8 27.3 Approach LOS E D D C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 12.0 25.0 8.0 21.0 7.6 62.0 15.0 69.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 21.0 4.0 17.0 5.0 58.0 11.0 64.0 Max Q Clear Time (g_c+I1), s 10.0 22.7 6.0 7.5 4.0 60.0 12.4 22.2 Green Ext Time (p_c), s 0.0 0.0 0.0 2.2 0.0 0.0 0.0 33.4 Intersection Summary HCM 2010 Ctrl Delay 44.6 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2025 Background + Project PM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 128 136 155 238 150 149 90 1143 155 150 1387 142 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 347 339 288 283 406 345 164 1425 269 260 1655 206 Arrive On Green 0.08 0.18 0.18 0.12 0.22 0.22 0.05 0.47 0.47 0.09 0.51 0.51 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3049 575 1774 3250 404 Grp Volume(v), veh/h 178 324 212 287 179 186 117 739 708 231 865 851 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1761 1774 1863 1791 Q Serve(g_s), s 9.0 19.0 13.9 13.0 9.1 11.4 3.8 38.5 39.4 7.5 46.8 48.9 Cycle Q Clear(g_c), s 9.0 19.0 13.9 13.0 9.1 11.4 3.8 38.5 39.4 7.5 46.8 48.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.23 Lane Grp Cap(c), veh/h 347 339 288 283 406 345 164 870 823 260 948 912 V/C Ratio(X) 0.51 0.96 0.74 1.01 0.44 0.54 0.71 0.85 0.86 0.89 0.91 0.93 Avail Cap(c_a), veh/h 347 339 288 283 406 345 164 870 823 283 948 912 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 44.6 42.5 30.9 37.2 38.1 25.4 25.9 26.1 27.1 24.7 25.2 Incr Delay (d2), s/veh 1.3 37.4 9.5 56.8 0.8 1.7 13.4 10.1 11.4 25.7 14.4 17.4 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 Back of Q (50%), veh/ln 4.1 12.5 6.4 10.3 4.4 4.8 3.9 19.3 18.9 5.0 24.0 24.5 Lane Grp Delay (d), s/veh 34.6 82.0 52.0 87.7 37.9 39.8 38.8 36.0 37.5 52.8 39.2 42.7 Lane Grp LOS C F D F D D D D D D D D Approach Vol, veh/h 714 652 1564 1947 Approach Delay, s/veh 61.3 60.4 36.9 42.3 Approach LOS E E D D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 13.0 24.0 17.0 28.0 9.0 55.4 13.6 60.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 20.0 13.0 24.0 5.0 50.0 11.0 56.0 Max Q Clear Time (g_c+I1), s 11.0 21.0 15.0 13.4 5.8 41.4 9.5 50.9 Green Ext Time (p_c), s 0.0 0.0 0.0 3.4 0.0 8.2 0.1 5.0 Intersection Summary HCM 2010 Ctrl Delay 45.8 HCM 2010 LOS D Notes HCM Unsignalized Intersection Capacity Analysis 2015 Existing AM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 424 44 65 137 28 157 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.78 0.52 0.96 0.88 0.70 0.68 Hourly flow rate (vph) 544 85 68 156 40 231 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 628 877 586 vC1, stage 1 conf vol 586 vC2, stage 2 conf vol 291 vCu, unblocked vol 628 877 586 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 93 92 55 cM capacity (veh/h) 954 493 510 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 628 68 156 271 Volume Left 0 68 0 40 Volume Right 85 0 0 231 cSH 1700 954 1700 599 Volume to Capacity 0.37 0.07 0.09 0.45 Queue Length 95th (ft) 0 6 0 59 Control Delay (s) 0.0 9.1 0.0 17.0 Lane LOS A C Approach Delay (s) 0.0 2.7 17.0 Approach LOS C Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 41.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2015 Existing PM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 155 54 205 337 46 123 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.68 0.90 0.85 0.82 0.88 Hourly flow rate (vph) 180 79 228 396 56 140 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 260 1072 220 vC1, stage 1 conf vol 220 vC2, stage 2 conf vol 852 vCu, unblocked vol 260 1072 220 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 83 83 83 cM capacity (veh/h) 1305 331 820 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 260 228 396 196 Volume Left 0 228 0 56 Volume Right 79 0 0 140 cSH 1700 1305 1700 1149 Volume to Capacity 0.15 0.17 0.23 0.17 Queue Length 95th (ft) 0 16 0 15 Control Delay (s) 0.0 8.3 0.0 12.5 Lane LOS A B Approach Delay (s) 0.0 3.0 12.5 Approach LOS B Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project AM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 442 80 83 146 46 166 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.78 0.52 0.96 0.88 0.70 0.68 Hourly flow rate (vph) 567 154 86 166 66 244 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 721 982 644 vC1, stage 1 conf vol 644 vC2, stage 2 conf vol 339 vCu, unblocked vol 721 982 644 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 90 85 48 cM capacity (veh/h) 881 453 473 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 721 86 166 310 Volume Left 0 86 0 66 Volume Right 154 0 0 244 cSH 1700 881 1700 600 Volume to Capacity 0.42 0.10 0.10 0.52 Queue Length 95th (ft) 0 8 0 74 Control Delay (s) 0.0 9.5 0.0 19.1 Lane LOS A C Approach Delay (s) 0.0 3.3 19.1 Approach LOS C Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project PM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 174 91 224 361 94 147 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.68 0.90 0.85 0.82 0.88 Hourly flow rate (vph) 202 134 249 425 115 167 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 336 1192 269 vC1, stage 1 conf vol 269 vC2, stage 2 conf vol 922 vCu, unblocked vol 336 1192 269 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 80 61 78 cM capacity (veh/h) 1223 295 769 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 336 249 425 282 Volume Left 0 249 0 115 Volume Right 134 0 0 167 cSH 1700 1223 1700 725 Volume to Capacity 0.20 0.20 0.25 0.39 Queue Length 95th (ft) 0 19 0 46 Control Delay (s) 0.0 8.7 0.0 16.6 Lane LOS A C Approach Delay (s) 0.0 3.2 16.6 Approach LOS C Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 42.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background AM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 537 56 82 174 35 199 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.78 0.52 0.96 0.88 0.70 0.68 Hourly flow rate (vph) 688 108 85 198 50 293 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 796 1111 742 vC1, stage 1 conf vol 742 vC2, stage 2 conf vol 369 vCu, unblocked vol 796 1111 742 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 90 88 30 cM capacity (veh/h) 826 409 415 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 796 85 198 343 Volume Left 0 85 0 50 Volume Right 108 0 0 293 cSH 1700 826 1700 486 Volume to Capacity 0.47 0.10 0.12 0.70 Queue Length 95th (ft) 0 9 0 137 Control Delay (s) 0.0 9.9 0.0 29.4 Lane LOS A D Approach Delay (s) 0.0 3.0 29.4 Approach LOS D Intersection Summary Average Delay 7.7 Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background PM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 196 68 260 427 58 156 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.68 0.90 0.85 0.82 0.88 Hourly flow rate (vph) 228 100 289 502 71 177 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 328 1358 278 vC1, stage 1 conf vol 278 vC2, stage 2 conf vol 1080 vCu, unblocked vol 328 1358 278 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 77 71 77 cM capacity (veh/h) 1232 240 761 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 328 289 502 248 Volume Left 0 289 0 71 Volume Right 100 0 0 177 cSH 1700 1232 1700 841 Volume to Capacity 0.19 0.23 0.30 0.29 Queue Length 95th (ft) 0 23 0 31 Control Delay (s) 0.0 8.8 0.0 15.4 Lane LOS A C Approach Delay (s) 0.0 3.2 15.4 Approach LOS C Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project AM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 555 92 100 183 53 208 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.78 0.52 0.96 0.88 0.70 0.68 Hourly flow rate (vph) 712 177 104 208 76 306 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 888 1216 800 vC1, stage 1 conf vol 800 vC2, stage 2 conf vol 416 vCu, unblocked vol 888 1216 800 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 86 80 21 cM capacity (veh/h) 762 376 385 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 888 104 208 382 Volume Left 0 104 0 76 Volume Right 177 0 0 306 cSH 1700 762 1700 480 Volume to Capacity 0.52 0.14 0.12 0.79 Queue Length 95th (ft) 0 12 0 182 Control Delay (s) 0.0 10.5 0.0 37.2 Lane LOS B E Approach Delay (s) 0.0 3.5 37.2 Approach LOS E Intersection Summary Average Delay 9.7 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project PM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 215 105 279 451 106 180 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.68 0.90 0.85 0.82 0.88 Hourly flow rate (vph) 250 154 310 531 129 205 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 404 1478 327 vC1, stage 1 conf vol 327 vC2, stage 2 conf vol 1151 vCu, unblocked vol 404 1478 327 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 73 39 71 cM capacity (veh/h) 1154 212 714 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 404 310 531 334 Volume Left 0 310 0 129 Volume Right 154 0 0 205 cSH 1700 1154 1700 547 Volume to Capacity 0.24 0.27 0.31 0.61 Queue Length 95th (ft) 0 27 0 102 Control Delay (s) 0.0 9.3 0.0 25.0 Lane LOS A C Approach Delay (s) 0.0 3.4 25.0 Approach LOS C Intersection Summary Average Delay 7.1 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15 HCM 2010 Signalized Intersection Summary 2015 Existing AM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 62 934 20 38 519 169 38 96 81 32 15 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 451 2302 97 351 1685 611 320 385 327 228 194 162 Arrive On Green 0.04 0.65 0.65 0.03 0.65 0.65 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1774 3550 150 1774 2612 946 1357 1863 1583 1105 941 784 Grp Volume(v), veh/h 93 598 589 64 474 432 52 135 135 48 0 44 Grp Sat Flow(s),veh/h/ln 1774 1863 1836 1774 1863 1696 1357 1863 1583 1105 0 1724 Q Serve(g_s), s 1.9 17.7 17.7 1.3 12.9 12.9 3.5 6.6 7.9 4.1 0.0 2.2 Cycle Q Clear(g_c), s 1.9 17.7 17.7 1.3 12.9 12.9 5.7 6.6 7.9 10.7 0.0 2.2 Prop In Lane 1.00 0.08 1.00 0.56 1.00 1.00 1.00 0.45 Lane Grp Cap(c), veh/h 451 1208 1191 351 1202 1094 320 385 327 228 0 357 V/C Ratio(X) 0.21 0.49 0.49 0.18 0.39 0.39 0.16 0.35 0.41 0.21 0.00 0.12 Avail Cap(c_a), veh/h 539 1208 1191 411 1202 1094 320 385 327 228 0 357 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 6.6 9.7 9.7 7.4 9.0 9.0 36.7 36.1 36.6 40.7 0.0 34.3 Incr Delay (d2), s/veh 0.2 1.4 1.5 0.2 1.0 1.1 1.1 2.5 3.8 2.1 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.7 7.5 7.4 0.5 5.3 4.9 1.3 3.4 3.4 1.3 0.0 1.0 Lane Grp Delay (d), s/veh 6.8 11.1 11.2 7.6 10.0 10.1 37.7 38.6 40.4 42.8 0.0 35.1 Lane Grp LOS A B B A A B D D D D D Approach Vol, veh/h 1280 970 322 92 Approach Delay, s/veh 10.8 9.8 39.2 39.1 Approach LOS B A D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.7 73.0 7.4 72.7 26.0 26.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 69.0 7.0 67.0 22.0 22.0 Max Q Clear Time (g_c+I1), s 3.9 19.7 3.3 14.9 9.9 12.7 Green Ext Time (p_c), s 0.1 21.6 0.0 22.0 1.4 1.2 Intersection Summary HCM 2010 Ctrl Delay 14.9 HCM 2010 LOS B Notes HCM 2010 Signalized Intersection Summary 2015 Existing PM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 28 845 19 72 1232 96 18 27 44 167 117 54 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 242 2148 54 385 2047 165 245 483 410 385 326 134 Arrive On Green 0.03 0.59 0.59 0.04 0.60 0.60 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1774 3619 90 1774 3404 274 1156 1863 1583 1304 1256 515 Grp Volume(v), veh/h 48 494 490 92 731 716 28 36 52 184 0 220 Grp Sat Flow(s),veh/h/ln 1774 1863 1847 1774 1863 1814 1156 1863 1583 1304 0 1772 Q Serve(g_s), s 1.1 15.9 15.9 2.1 27.8 28.1 2.3 1.6 2.7 13.4 0.0 11.3 Cycle Q Clear(g_c), s 1.1 15.9 15.9 2.1 27.8 28.1 13.6 1.6 2.7 15.0 0.0 11.3 Prop In Lane 1.00 0.05 1.00 0.15 1.00 1.00 1.00 0.29 Lane Grp Cap(c), veh/h 242 1106 1096 385 1121 1092 245 483 410 385 0 459 V/C Ratio(X) 0.20 0.45 0.45 0.24 0.65 0.66 0.11 0.07 0.13 0.48 0.00 0.48 Avail Cap(c_a), veh/h 274 1106 1096 420 1121 1092 245 483 410 385 0 459 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 11.9 12.1 12.1 9.0 14.1 14.2 39.6 30.2 30.7 35.9 0.0 33.9 Incr Delay (d2), s/veh 0.4 1.3 1.3 0.3 3.0 3.1 0.9 0.3 0.6 4.2 0.0 3.6 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 Back of Q (50%), veh/ln 0.4 6.9 6.8 0.8 12.5 12.3 0.7 0.8 1.1 4.9 0.0 5.6 Lane Grp Delay (d), s/veh 12.3 13.4 13.5 9.3 17.1 17.3 40.6 30.5 31.3 40.1 0.0 37.4 Lane Grp LOS B B B A B B D C C D D Approach Vol, veh/h 1032 1539 116 404 Approach Delay, s/veh 13.4 16.7 33.3 38.6 Approach LOS B B C D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.1 68.1 7.9 69.0 32.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 64.0 6.0 65.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 3.1 17.9 4.1 30.1 15.6 17.0 Green Ext Time (p_c), s 0.0 26.7 0.0 22.6 1.9 1.8 Intersection Summary HCM 2010 Ctrl Delay 19.1 HCM 2010 LOS B Notes HCM 2010 Signalized Intersection Summary 2015 Background + Project AM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 80 934 20 38 519 199 38 105 81 47 19 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 432 2269 96 345 1560 666 310 403 342 230 165 202 Arrive On Green 0.04 0.64 0.64 0.03 0.63 0.63 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1774 3550 150 1774 2480 1059 1326 1863 1583 1092 763 935 Grp Volume(v), veh/h 119 598 589 64 500 449 52 148 135 70 0 69 Grp Sat Flow(s),veh/h/ln 1774 1863 1836 1774 1863 1676 1326 1863 1583 1092 0 1698 Q Serve(g_s), s 2.4 18.1 18.2 1.3 14.5 14.5 3.5 7.2 7.8 6.2 0.0 3.5 Cycle Q Clear(g_c), s 2.4 18.1 18.2 1.3 14.5 14.5 7.1 7.2 7.8 13.4 0.0 3.5 Prop In Lane 1.00 0.08 1.00 0.63 1.00 1.00 1.00 0.55 Lane Grp Cap(c), veh/h 432 1191 1174 345 1172 1054 310 403 342 230 0 367 V/C Ratio(X) 0.28 0.50 0.50 0.19 0.43 0.43 0.17 0.37 0.39 0.30 0.00 0.19 Avail Cap(c_a), veh/h 575 1191 1174 405 1172 1054 310 403 342 230 0 367 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 7.2 10.2 10.2 7.9 10.0 10.0 37.0 35.5 35.7 41.2 0.0 34.1 Incr Delay (d2), s/veh 0.3 1.5 1.5 0.3 1.1 1.3 1.2 2.6 3.4 3.4 0.0 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 Back of Q (50%), veh/ln 0.9 7.8 7.7 0.5 6.2 5.6 1.3 3.7 3.3 1.9 0.0 1.6 Lane Grp Delay (d), s/veh 7.6 11.7 11.7 8.2 11.1 11.3 38.1 38.1 39.1 44.6 0.0 35.2 Lane Grp LOS A B B A B B D D D D D Approach Vol, veh/h 1306 1013 335 139 Approach Delay, s/veh 11.3 11.0 38.5 39.9 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.5 72.0 7.4 70.9 27.0 27.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 13.0 68.0 7.0 62.0 23.0 23.0 Max Q Clear Time (g_c+I1), s 4.4 20.2 3.3 16.5 9.8 15.4 Green Ext Time (p_c), s 0.2 22.1 0.0 21.6 1.8 1.3 Intersection Summary HCM 2010 Ctrl Delay 15.9 HCM 2010 LOS B Notes HCM 2010 Signalized Intersection Summary 2015 Background + Project PM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 47 845 19 72 1232 127 18 36 44 208 129 78 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 230 2077 52 372 1910 203 232 517 440 400 316 171 Arrive On Green 0.03 0.57 0.57 0.04 0.58 0.58 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 1774 3619 90 1774 3312 352 1110 1863 1583 1290 1139 616 Grp Volume(v), veh/h 81 494 490 92 750 732 28 48 52 229 0 265 Grp Sat Flow(s),veh/h/ln 1774 1863 1847 1774 1863 1801 1110 1863 1583 1290 0 1754 Q Serve(g_s), s 2.0 16.6 16.6 2.3 30.8 31.3 2.4 2.1 2.6 17.3 0.0 13.9 Cycle Q Clear(g_c), s 2.0 16.6 16.6 2.3 30.8 31.3 16.3 2.1 2.6 19.4 0.0 13.9 Prop In Lane 1.00 0.05 1.00 0.20 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 230 1069 1060 372 1074 1039 232 517 440 400 0 487 V/C Ratio(X) 0.35 0.46 0.46 0.25 0.70 0.70 0.12 0.09 0.12 0.57 0.00 0.54 Avail Cap(c_a), veh/h 316 1069 1060 404 1074 1039 232 517 440 400 0 487 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 14.4 13.3 13.3 10.1 16.2 16.3 40.1 28.9 29.1 36.1 0.0 33.2 Incr Delay (d2), s/veh 0.9 1.4 1.5 0.3 3.8 4.0 1.1 0.4 0.5 5.8 0.0 4.3 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 Back of Q (50%), veh/ln 0.8 7.4 7.4 0.9 13.8 13.8 0.7 1.0 1.1 6.3 0.0 6.8 Lane Grp Delay (d), s/veh 15.4 14.8 14.8 10.4 20.0 20.3 41.2 29.3 29.7 41.9 0.0 37.5 Lane Grp LOS B B B B B C D C C D D Approach Vol, veh/h 1065 1574 128 494 Approach Delay, s/veh 14.8 19.6 32.1 39.6 Approach LOS B B C D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.7 66.0 8.0 66.3 34.0 34.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 62.0 6.0 59.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 4.0 18.6 4.3 33.3 18.3 21.4 Green Ext Time (p_c), s 0.1 26.4 0.0 18.6 2.3 2.0 Intersection Summary HCM 2010 Ctrl Delay 21.5 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2025 Background AM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 79 1184 25 48 658 214 48 122 103 41 19 13 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 380 2365 98 279 1725 624 282 349 297 176 176 147 Arrive On Green 0.04 0.67 0.67 0.03 0.66 0.66 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1774 3552 147 1774 2613 945 1341 1863 1583 1032 938 786 Grp Volume(v), veh/h 118 756 748 81 601 549 66 172 172 61 0 57 Grp Sat Flow(s),veh/h/ln 1774 1863 1837 1774 1863 1696 1341 1863 1583 1032 0 1724 Q Serve(g_s), s 2.2 24.3 24.5 1.6 17.3 17.3 4.6 8.8 10.6 6.0 0.0 3.0 Cycle Q Clear(g_c), s 2.2 24.3 24.5 1.6 17.3 17.3 7.6 8.8 10.6 14.8 0.0 3.0 Prop In Lane 1.00 0.08 1.00 0.56 1.00 1.00 1.00 0.46 Lane Grp Cap(c), veh/h 380 1240 1223 279 1230 1120 282 349 297 176 0 323 V/C Ratio(X) 0.31 0.61 0.61 0.29 0.49 0.49 0.23 0.49 0.58 0.35 0.00 0.18 Avail Cap(c_a), veh/h 493 1240 1223 335 1230 1120 282 349 297 176 0 323 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 6.9 10.0 10.0 8.7 9.1 9.1 39.6 38.8 39.5 45.4 0.0 36.4 Incr Delay (d2), s/veh 0.5 2.2 2.3 0.6 1.4 1.5 1.9 4.9 8.0 5.3 0.0 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 Back of Q (50%), veh/ln 0.8 10.2 10.1 0.6 7.3 6.7 1.7 4.7 4.8 1.9 0.0 1.4 Lane Grp Delay (d), s/veh 7.4 12.3 12.3 9.3 10.5 10.6 41.5 43.7 47.5 50.7 0.0 37.6 Lane Grp LOS A B B A B B D D D D D Approach Vol, veh/h 1622 1231 410 118 Approach Delay, s/veh 11.9 10.5 44.9 44.4 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.2 75.0 7.6 74.4 24.0 24.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 71.0 7.0 67.0 20.0 20.0 Max Q Clear Time (g_c+I1), s 4.2 26.5 3.6 19.3 12.6 16.8 Green Ext Time (p_c), s 0.1 29.7 0.0 31.1 1.5 0.8 Intersection Summary HCM 2010 Ctrl Delay 16.5 HCM 2010 LOS B Notes HCM 2010 Signalized Intersection Summary 2025 Background PM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 35 1071 24 91 1562 122 23 34 56 212 148 68 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 175 2176 54 318 2087 167 183 460 391 357 310 127 Arrive On Green 0.03 0.60 0.60 0.04 0.61 0.61 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3621 89 1774 3406 272 1097 1863 1583 1277 1255 516 Grp Volume(v), veh/h 60 626 621 117 920 915 36 45 66 233 0 278 Grp Sat Flow(s),veh/h/ln 1774 1863 1847 1774 1863 1815 1097 1863 1583 1277 0 1772 Q Serve(g_s), s 1.4 22.1 22.1 2.7 41.3 43.1 3.3 2.0 3.6 18.8 0.0 15.3 Cycle Q Clear(g_c), s 1.4 22.1 22.1 2.7 41.3 43.1 18.6 2.0 3.6 20.9 0.0 15.3 Prop In Lane 1.00 0.05 1.00 0.15 1.00 1.00 1.00 0.29 Lane Grp Cap(c), veh/h 175 1120 1110 318 1141 1112 183 460 391 357 0 437 V/C Ratio(X) 0.34 0.56 0.56 0.37 0.81 0.82 0.20 0.10 0.17 0.65 0.00 0.64 Avail Cap(c_a), veh/h 186 1120 1110 389 1141 1112 183 460 391 357 0 437 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 18.2 13.1 13.1 10.4 16.2 16.5 45.1 31.8 32.4 39.8 0.0 36.8 Incr Delay (d2), s/veh 1.1 2.0 2.0 0.7 6.1 6.9 2.4 0.4 0.9 8.9 0.0 6.9 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 Back of Q (50%), veh/ln 0.8 9.7 9.6 1.0 19.1 19.4 1.1 1.0 1.5 7.0 0.0 7.8 Lane Grp Delay (d), s/veh 19.3 15.1 15.1 11.1 22.3 23.5 47.5 32.2 33.3 48.8 0.0 43.7 Lane Grp LOS B B B B C C D C C D D Approach Vol, veh/h 1307 1952 147 511 Approach Delay, s/veh 15.3 22.2 36.4 46.0 Approach LOS B C D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.4 69.7 8.6 71.0 31.0 31.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 62.0 9.0 67.0 27.0 27.0 Max Q Clear Time (g_c+I1), s 3.4 24.1 4.7 45.1 20.6 22.9 Green Ext Time (p_c), s 0.0 31.2 0.1 19.4 1.7 1.2 Intersection Summary HCM 2010 Ctrl Delay 23.5 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2025 Background + Project AM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 97 1184 25 48 658 244 48 131 103 56 23 22 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 349 2232 93 257 1540 635 312 419 356 210 175 208 Arrive On Green 0.05 0.63 0.63 0.03 0.61 0.61 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 1774 3552 147 1774 2509 1034 1312 1863 1583 1020 776 923 Grp Volume(v), veh/h 145 756 748 81 626 567 66 185 172 84 0 81 Grp Sat Flow(s),veh/h/ln 1774 1863 1837 1774 1863 1680 1312 1863 1583 1020 0 1700 Q Serve(g_s), s 3.1 27.1 27.2 1.8 20.8 21.0 4.6 9.1 10.1 8.2 0.0 4.1 Cycle Q Clear(g_c), s 3.1 27.1 27.2 1.8 20.8 21.0 8.7 9.1 10.1 17.3 0.0 4.1 Prop In Lane 1.00 0.08 1.00 0.62 1.00 1.00 1.00 0.54 Lane Grp Cap(c), veh/h 349 1170 1154 257 1143 1031 312 419 356 210 0 383 V/C Ratio(X) 0.42 0.65 0.65 0.31 0.55 0.55 0.21 0.44 0.48 0.40 0.00 0.21 Avail Cap(c_a), veh/h 462 1170 1154 313 1143 1031 312 419 356 210 0 383 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 9.5 12.4 12.4 11.0 12.0 12.0 37.2 35.5 35.9 43.0 0.0 33.6 Incr Delay (d2), s/veh 0.8 2.8 2.8 0.7 1.9 2.1 1.5 3.3 4.6 5.6 0.0 1.3 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 Back of Q (50%), veh/ln 1.2 11.8 11.7 0.7 9.1 8.3 1.7 4.7 4.4 2.5 0.0 1.9 Lane Grp Delay (d), s/veh 10.3 15.2 15.3 11.7 13.9 14.1 38.7 38.9 40.5 48.6 0.0 34.9 Lane Grp LOS B B B B B B D D D D C Approach Vol, veh/h 1649 1274 423 165 Approach Delay, s/veh 14.8 13.8 39.5 41.9 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 9.2 71.0 7.6 69.5 28.0 28.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 67.0 7.0 62.0 24.0 24.0 Max Q Clear Time (g_c+I1), s 5.1 29.2 3.8 23.0 12.1 19.3 Green Ext Time (p_c), s 0.2 27.1 0.0 27.7 2.1 1.2 Intersection Summary HCM 2010 Ctrl Delay 18.7 HCM 2010 LOS B Notes HCM 2010 Signalized Intersection Summary 2025 Background + Project PM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 54 1071 24 91 1562 153 23 43 56 253 160 92 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 171 2122 52 311 1975 197 164 483 410 365 300 155 Arrive On Green 0.04 0.59 0.59 0.04 0.59 0.59 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1774 3621 89 1774 3334 333 1052 1863 1583 1263 1159 598 Grp Volume(v), veh/h 93 626 621 117 937 933 36 57 66 278 0 323 Grp Sat Flow(s),veh/h/ln 1774 1863 1847 1774 1863 1804 1052 1863 1583 1263 0 1757 Q Serve(g_s), s 2.3 22.6 22.7 2.8 44.6 47.1 3.5 2.5 3.5 23.3 0.0 18.0 Cycle Q Clear(g_c), s 2.3 22.6 22.7 2.8 44.6 47.1 21.5 2.5 3.5 25.8 0.0 18.0 Prop In Lane 1.00 0.05 1.00 0.18 1.00 1.00 1.00 0.34 Lane Grp Cap(c), veh/h 171 1092 1082 311 1104 1069 164 483 410 365 0 455 V/C Ratio(X) 0.54 0.57 0.57 0.38 0.85 0.87 0.22 0.12 0.16 0.76 0.00 0.71 Avail Cap(c_a), veh/h 203 1092 1082 382 1104 1069 164 483 410 365 0 455 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 23.2 13.9 13.9 11.1 18.1 18.6 46.1 30.6 30.9 40.4 0.0 36.3 Incr Delay (d2), s/veh 2.7 2.2 2.2 0.8 8.2 9.8 3.1 0.5 0.8 14.0 0.0 9.0 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 Back of Q (50%), veh/ln 2.6 10.1 10.0 1.1 21.3 22.1 1.1 1.3 1.5 8.9 0.0 9.2 Lane Grp Delay (d), s/veh 25.9 16.1 16.2 11.8 26.2 28.4 49.1 31.1 31.8 54.5 0.0 45.3 Lane Grp LOS C B B B C C D C C D D Approach Vol, veh/h 1340 1987 159 601 Approach Delay, s/veh 16.8 26.4 35.4 49.6 Approach LOS B C D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.0 67.3 8.7 68.0 32.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 61.0 9.0 64.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 4.3 24.7 4.8 49.1 23.5 27.8 Green Ext Time (p_c), s 0.0 30.5 0.1 13.7 1.6 0.1 Intersection Summary HCM 2010 Ctrl Delay 27.0 HCM 2010 LOS C Notes HCM Unsignalized Intersection Capacity Analysis 2015 Existing AM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 98 920 715 167 14 18 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 140 1122 917 220 20 40 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.82 vC, conflicting volume 1136 1868 568 vC1, stage 1 conf vol 1027 vC2, stage 2 conf vol 841 vCu, unblocked vol 1136 1624 568 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 77 92 91 cM capacity (veh/h) 611 247 466 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 514 748 611 525 60 Volume Left 140 0 0 0 20 Volume Right 0 0 0 220 40 cSH 611 1700 1700 1700 359 Volume to Capacity 0.23 0.44 0.36 0.31 0.17 Queue Length 95th (ft) 22 0 0 0 15 Control Delay (s) 6.1 0.0 0.0 0.0 17.0 Lane LOS A C Approach Delay (s) 2.5 0.0 17.0 Approach LOS C Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2015 Existing PM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 22 1074 1350 30 60 64 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 32 1167 1484 48 80 116 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.84 vC, conflicting volume 1532 2155 766 vC1, stage 1 conf vol 1508 vC2, stage 2 conf vol 647 vCu, unblocked vol 1532 1998 766 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 93 50 66 cM capacity (veh/h) 430 161 345 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 421 778 989 543 196 Volume Left 32 0 0 0 80 Volume Right 0 0 0 48 116 cSH 430 1700 1700 1700 235 Volume to Capacity 0.07 0.46 0.58 0.32 0.83 Queue Length 95th (ft) 6 0 0 0 162 Control Delay (s) 2.3 0.0 0.0 0.0 67.6 Lane LOS A F Approach Delay (s) 0.8 0.0 67.6 Approach LOS F Intersection Summary Average Delay 4.9 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project AM Imp.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background + Project AM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 98 935 745 181 21 18 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 140 1140 955 238 30 40 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.82 vC, conflicting volume 1193 1924 597 vC1, stage 1 conf vol 1074 vC2, stage 2 conf vol 850 vCu, unblocked vol 1193 1685 597 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 76 87 91 cM capacity (veh/h) 581 235 446 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 520 760 637 557 30 40 Volume Left 140 0 0 0 30 0 Volume Right 0 0 0 238 0 40 cSH 581 1700 1700 1700 235 446 Volume to Capacity 0.24 0.45 0.37 0.33 0.13 0.09 Queue Length 95th (ft) 23 0 0 0 11 7 Control Delay (s) 6.5 0.0 0.0 0.0 22.6 13.9 Lane LOS A C B Approach Delay (s) 2.7 0.0 17.6 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project PM Imp.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background + Project PM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 22 1115 1381 45 79 64 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 32 1212 1518 73 105 116 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.84 vC, conflicting volume 1590 2224 795 vC1, stage 1 conf vol 1554 vC2, stage 2 conf vol 670 vCu, unblocked vol 1590 2071 795 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 92 31 65 cM capacity (veh/h) 409 152 330 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 436 808 1012 578 105 116 Volume Left 32 0 0 0 105 0 Volume Right 0 0 0 73 0 116 cSH 409 1700 1700 1700 152 330 Volume to Capacity 0.08 0.48 0.60 0.34 0.69 0.35 Queue Length 95th (ft) 6 0 0 0 101 39 Control Delay (s) 2.4 0.0 0.0 0.0 70.1 21.7 Lane LOS A F C Approach Delay (s) 0.9 0.0 44.7 Approach LOS E Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project AM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 98 935 745 181 21 18 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 140 1140 955 238 30 40 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.82 vC, conflicting volume 1193 1924 597 vC1, stage 1 conf vol 1074 vC2, stage 2 conf vol 850 vCu, unblocked vol 1193 1685 597 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 76 87 91 cM capacity (veh/h) 581 235 446 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 520 760 637 557 70 Volume Left 140 0 0 0 30 Volume Right 0 0 0 238 40 cSH 581 1700 1700 1700 322 Volume to Capacity 0.24 0.45 0.37 0.33 0.22 Queue Length 95th (ft) 23 0 0 0 20 Control Delay (s) 6.5 0.0 0.0 0.0 19.3 Lane LOS A C Approach Delay (s) 2.7 0.0 19.3 Approach LOS C Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project PM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 22 1115 1381 45 79 64 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 32 1212 1518 73 105 116 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.84 vC, conflicting volume 1590 2224 795 vC1, stage 1 conf vol 1554 vC2, stage 2 conf vol 670 vCu, unblocked vol 1590 2071 795 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 92 31 65 cM capacity (veh/h) 409 152 330 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 436 808 1012 578 222 Volume Left 32 0 0 0 105 Volume Right 0 0 0 73 116 cSH 409 1700 1700 1700 212 Volume to Capacity 0.08 0.48 0.60 0.34 1.05 Queue Length 95th (ft) 6 0 0 0 244 Control Delay (s) 2.4 0.0 0.0 0.0 122.4 Lane LOS A F Approach Delay (s) 0.9 0.0 122.4 Approach LOS F Intersection Summary Average Delay 9.2 Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background AM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 124 1166 906 212 18 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 177 1422 1162 279 26 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.74 vC, conflicting volume 1440 2366 720 vC1, stage 1 conf vol 1301 vC2, stage 2 conf vol 1065 vCu, unblocked vol 1440 2146 720 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 62 85 86 cM capacity (veh/h) 467 169 370 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 651 948 774 666 77 Volume Left 177 0 0 0 26 Volume Right 0 0 0 279 51 cSH 467 1700 1700 1700 265 Volume to Capacity 0.38 0.56 0.46 0.39 0.29 Queue Length 95th (ft) 44 0 0 0 29 Control Delay (s) 11.4 0.0 0.0 0.0 24.0 Lane LOS B C Approach Delay (s) 4.6 0.0 24.0 Approach LOS C Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 81.0% ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background PM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 28 1361 1711 38 76 81 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 41 1479 1880 61 101 147 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.76 vC, conflicting volume 1942 2732 971 vC1, stage 1 conf vol 1911 vC2, stage 2 conf vol 821 vCu, unblocked vol 1942 2647 971 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 86 0 42 cM capacity (veh/h) 298 98 253 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 534 986 1253 688 249 Volume Left 41 0 0 0 101 Volume Right 0 0 0 61 147 cSH 298 1700 1700 1700 153 Volume to Capacity 0.14 0.58 0.74 0.40 1.62 Queue Length 95th (ft) 12 0 0 0 433 Control Delay (s) 4.8 0.0 0.0 0.0 360.1 Lane LOS A F Approach Delay (s) 1.7 0.0 360.1 Approach LOS F Intersection Summary Average Delay 24.8 Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project AM Imp.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background + Project AM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 124 1181 936 226 25 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 177 1440 1200 297 36 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.71 vC, conflicting volume 1497 2423 749 vC1, stage 1 conf vol 1349 vC2, stage 2 conf vol 1074 vCu, unblocked vol 1497 2193 749 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 60 78 86 cM capacity (veh/h) 444 164 355 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 657 960 800 697 36 51 Volume Left 177 0 0 0 36 0 Volume Right 0 0 0 297 0 51 cSH 444 1700 1700 1700 164 355 Volume to Capacity 0.40 0.56 0.47 0.41 0.22 0.14 Queue Length 95th (ft) 47 0 0 0 20 12 Control Delay (s) 12.4 0.0 0.0 0.0 33.0 16.9 Lane LOS B D C Approach Delay (s) 5.1 0.0 23.5 Approach LOS C Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project PM Imp.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background + Project PM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 28 1402 1742 53 95 81 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 41 1524 1914 85 127 147 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.76 vC, conflicting volume 2000 2800 1000 vC1, stage 1 conf vol 1957 vC2, stage 2 conf vol 843 vCu, unblocked vol 2000 2735 1000 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 86 0 39 cM capacity (veh/h) 283 92 242 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 549 1016 1276 724 127 147 Volume Left 41 0 0 0 127 0 Volume Right 0 0 0 85 0 147 cSH 283 1700 1700 1700 92 242 Volume to Capacity 0.14 0.60 0.75 0.43 1.38 0.61 Queue Length 95th (ft) 12 0 0 0 235 90 Control Delay (s) 5.2 0.0 0.0 0.0 306.3 40.7 Lane LOS A F E Approach Delay (s) 1.8 0.0 163.5 Approach LOS F Intersection Summary Average Delay 12.4 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project AM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 124 1181 936 226 25 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 177 1440 1200 297 36 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.71 vC, conflicting volume 1497 2423 749 vC1, stage 1 conf vol 1349 vC2, stage 2 conf vol 1074 vCu, unblocked vol 1497 2193 749 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 60 78 86 cM capacity (veh/h) 444 164 355 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 657 960 800 697 87 Volume Left 177 0 0 0 36 Volume Right 0 0 0 297 51 cSH 444 1700 1700 1700 240 Volume to Capacity 0.40 0.56 0.47 0.41 0.36 Queue Length 95th (ft) 47 0 0 0 39 Control Delay (s) 12.4 0.0 0.0 0.0 28.3 Lane LOS B D Approach Delay (s) 5.1 0.0 28.3 Approach LOS D Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project PM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 28 1402 1742 53 95 81 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 41 1524 1914 85 127 147 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.76 vC, conflicting volume 2000 2800 1000 vC1, stage 1 conf vol 1957 vC2, stage 2 conf vol 843 vCu, unblocked vol 2000 2735 1000 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 86 0 39 cM capacity (veh/h) 283 92 242 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 549 1016 1276 724 274 Volume Left 41 0 0 0 127 Volume Right 0 0 0 85 147 cSH 283 1700 1700 1700 138 Volume to Capacity 0.14 0.60 0.75 0.43 1.99 Queue Length 95th (ft) 12 0 0 0 543 Control Delay (s) 5.2 0.0 0.0 0.0 522.6 Lane LOS A F Approach Delay (s) 1.8 0.0 522.6 Approach LOS F Intersection Summary Average Delay 38.0 Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15 HCM 2010 TWSC 2015 Existing AM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 3 3 10 181 88 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 38 38 50 72 96 53 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 8 20 251 92 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 399 108 124 0 - 0 Stage 1 108 - - - - - Stage 2 291 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 607 946 1463 - - - Stage 1 916 - - - - - Stage 2 759 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 597 946 1463 - - - Mov Capacity-2 Maneuver 597 - - - - - Stage 1 916 - - - - - Stage 2 747 - - - - - Approach EB NB SB HCM Control Delay, s 10 0.6 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1463 - 732 - - HCM Lane V/C Ratio 0.014 - 0.022 - - HCM Control Delay (s) 7.495 0 10 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.042 - 0.066 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Existing PM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 9 7 4 150 261 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 56 58 100 81 89 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 12 4 185 293 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 490 297 301 0 - 0 Stage 1 297 - - - - - Stage 2 193 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 537 742 1260 - - - Stage 1 754 - - - - - Stage 2 840 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 535 742 1260 - - - Mov Capacity-2 Maneuver 535 - - - - - Stage 1 754 - - - - - Stage 2 837 - - - - - Approach EB NB SB HCM Control Delay, s 11.2 0.2 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1260 - 608 - - HCM Lane V/C Ratio 0.003 - 0.046 - - HCM Control Delay (s) 7.866 0 11.2 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.01 - 0.145 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Background + Project AM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 0 3 13 0 27 10 181 27 54 88 17 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 92 38 92 92 92 50 72 92 92 96 53 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 8 14 0 29 20 251 29 59 92 32 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 546 546 108 535 547 266 124 0 0 281 0 0 Stage 1 225 225 - 306 306 - - - - - - - Stage 2 321 321 - 229 241 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 448 445 946 456 445 773 1463 - - 1282 - - Stage 1 778 718 - 704 662 - - - - - - - Stage 2 691 652 - 774 706 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 410 416 946 430 416 773 1463 - - 1282 - - Mov Capacity-2 Maneuver 410 416 - 430 416 - - - - - - - Stage 1 766 682 - 693 651 - - - - - - - Stage 2 654 642 - 729 671 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.5 11.3 0.5 2.6 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1463 - - 572 614 1282 - - HCM Lane V/C Ratio 0.014 - - 0.028 0.071 0.046 - - HCM Control Delay (s) 7.495 0 - 11.5 11.3 7.943 0 - HCM Lane LOS A A B B A A HCM 95th %tile Q(veh) 0.042 - - 0.085 0.228 0.144 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Background + Project PM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 9 0 7 36 0 72 4 150 28 56 261 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 56 92 58 92 92 92 100 81 92 92 89 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 0 12 39 0 78 4 185 30 61 293 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 667 643 297 633 631 200 301 0 0 216 0 0 Stage 1 419 419 - 208 208 - - - - - - - Stage 2 248 224 - 425 423 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 372 392 742 392 398 841 1260 - - 1354 - - Stage 1 612 590 - 794 730 - - - - - - - Stage 2 756 718 - 607 588 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 322 369 742 369 375 841 1260 - - 1354 - - Mov Capacity-2 Maneuver 322 369 - 369 375 - - - - - - - Stage 1 610 558 - 791 727 - - - - - - - Stage 2 683 715 - 565 556 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.1 12.6 0.1 1.3 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1260 - - 425 590 1354 - - HCM Lane V/C Ratio 0.003 - - 0.066 0.199 0.045 - - HCM Control Delay (s) 7.866 0 - 14.1 12.6 7.784 0 - HCM Lane LOS A A B B A A HCM 95th %tile Q(veh) 0.01 - - 0.212 0.736 0.141 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background AM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 4 4 13 229 112 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 38 38 50 72 96 53 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 11 26 318 117 42 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 507 137 158 0 - 0 Stage 1 137 - - - - - Stage 2 370 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 525 911 1422 - - - Stage 1 890 - - - - - Stage 2 699 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 513 911 1422 - - - Mov Capacity-2 Maneuver 513 - - - - - Stage 1 890 - - - - - Stage 2 684 - - - - - Approach EB NB SB HCM Control Delay, s 10.7 0.6 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1422 - 656 - - HCM Lane V/C Ratio 0.018 - 0.032 - - HCM Control Delay (s) 7.579 0 10.7 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.056 - 0.099 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background PM.syn 6: Research Boulevard & North Access 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 11 9 5 190 331 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 56 58 100 81 89 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 16 5 235 372 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 622 377 382 0 - 0 Stage 1 377 - - - - - Stage 2 245 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 450 670 1176 - - - Stage 1 694 - - - - - Stage 2 796 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 448 670 1176 - - - Mov Capacity-2 Maneuver 448 - - - - - Stage 1 694 - - - - - Stage 2 792 - - - - - Approach EB NB SB HCM Control Delay, s 12.3 0.2 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1176 - 525 - - HCM Lane V/C Ratio 0.004 - 0.067 - - HCM Control Delay (s) 8.074 0 12.3 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.013 - 0.215 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background + Project AM.syn 6: Research Boulevard & North Access 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 0 4 13 0 27 13 229 27 54 112 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 92 38 92 92 92 50 72 92 92 96 53 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 11 14 0 29 26 318 29 59 117 42 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 654 654 137 645 661 333 158 0 0 347 0 0 Stage 1 255 255 - 385 385 - - - - - - - Stage 2 399 399 - 260 276 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 380 386 911 385 383 709 1422 - - 1212 - - Stage 1 749 696 - 638 611 - - - - - - - Stage 2 627 602 - 745 682 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 343 357 911 359 354 709 1422 - - 1212 - - Mov Capacity-2 Maneuver 343 357 - 359 354 - - - - - - - Stage 1 732 658 - 623 597 - - - - - - - Stage 2 587 588 - 697 645 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.5 12.3 0.5 2.2 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1422 - - 498 538 1212 - - HCM Lane V/C Ratio 0.018 - - 0.042 0.081 0.048 - - HCM Control Delay (s) 7.579 0 - 12.5 12.3 8.121 0 - HCM Lane LOS A A B B A A HCM 95th %tile Q(veh) 0.056 - - 0.132 0.263 0.153 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background + Project PM.syn 6: Research Boulevard & North Access 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 11 0 9 36 0 72 5 190 28 56 331 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 56 92 58 92 92 92 100 81 92 92 89 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 20 0 16 39 0 78 5 235 30 61 372 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 798 774 377 767 764 250 382 0 0 265 0 0 Stage 1 499 499 - 260 260 - - - - - - - Stage 2 299 275 - 507 504 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 304 329 670 319 334 789 1176 - - 1299 - - Stage 1 554 544 - 745 693 - - - - - - - Stage 2 710 683 - 548 541 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 260 308 670 296 312 789 1176 - - 1299 - - Mov Capacity-2 Maneuver 260 308 - 296 312 - - - - - - - Stage 1 551 511 - 741 690 - - - - - - - Stage 2 636 680 - 503 509 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.2 14.2 0.1 1.1 HCM LOS C B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1176 - - 356 507 1299 - - HCM Lane V/C Ratio 0.004 - - 0.099 0.232 0.047 - - HCM Control Delay (s) 8.074 0 - 16.2 14.2 7.908 0 - HCM Lane LOS A A C B A A HCM 95th %tile Q(veh) 0.013 - - 0.326 0.888 0.147 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Existing AM.syn 7: Research Boulevard & South Access 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 0 22 0 0 0 73 256 0 0 42 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 75 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 25 69 25 25 25 73 70 25 25 88 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 32 0 0 0 100 366 0 0 48 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 628 628 62 644 642 366 76 0 0 366 0 0 Stage 1 62 62 - 566 566 - - - - - - - Stage 2 566 566 - 78 76 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 395 400 1003 386 392 679 1523 - - 1193 - - Stage 1 949 843 - 509 507 - - - - - - - Stage 2 509 507 - 931 832 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 375 374 1003 355 366 679 1523 - - 1193 - - Mov Capacity-2 Maneuver 375 374 - 355 366 - - - - - - - Stage 1 887 843 - 476 474 - - - - - - - Stage 2 476 474 - 901 832 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10 0 1.6 0 HCM LOS B A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1523 - - 753 0 1193 - - HCM Lane V/C Ratio 0.066 - - 0.053 + - - - HCM Control Delay (s) 7.53 - - 10 0 0 - - HCM Lane LOS A B A A HCM 95th %tile Q(veh) 0.211 - - 0.167 + 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Existing PM.syn 7: Research Boulevard & South Access 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 22 0 86 0 0 0 35 118 0 0 253 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 75 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 25 90 25 25 25 73 89 25 25 87 58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 96 0 0 0 48 133 0 0 291 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 531 531 303 579 543 133 315 0 0 133 0 0 Stage 1 303 303 - 228 228 - - - - - - - Stage 2 228 228 - 351 315 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 459 454 737 426 447 916 1245 - - 1452 - - Stage 1 706 664 - 775 715 - - - - - - - Stage 2 775 715 - 666 656 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 445 436 737 360 430 916 1245 - - 1452 - - Mov Capacity-2 Maneuver 445 436 - 360 430 - - - - - - - Stage 1 679 664 - 745 687 - - - - - - - Stage 2 745 687 - 580 656 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.6 0 2.1 0 HCM LOS B A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1245 - - 611 0 1452 - - HCM Lane V/C Ratio 0.039 - - 0.228 + - - - HCM Control Delay (s) 8.007 - - 12.6 0 0 - - HCM Lane LOS A B A A HCM 95th %tile Q(veh) 0.12 - - 0.875 + 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Background + Project AM.syn 7: Research Boulevard & South Access 2/9/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 0 22 15 0 0 73 283 30 0 55 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - - 75 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 25 69 25 25 25 73 70 25 25 88 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 32 60 0 0 100 404 120 0 62 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 741 801 77 741 755 464 91 0 0 524 0 0 Stage 1 77 77 - 664 664 - - - - - - - Stage 2 664 724 - 77 91 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 332 318 984 332 338 598 1504 - - 1043 - - Stage 1 932 831 - 450 458 - - - - - - - Stage 2 450 430 - 932 820 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 315 297 984 305 316 598 1504 - - 1043 - - Mov Capacity-2 Maneuver 315 297 - 305 316 - - - - - - - Stage 1 870 831 - 420 428 - - - - - - - Stage 2 420 401 - 902 820 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.3 19.7 1.2 0 HCM LOS B C Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1504 - - 516 984 305 1043 - - HCM Lane V/C Ratio 0.066 - - 0.036 0.022 0.197 - - - HCM Control Delay (s) 7.564 - - 12.2 8.7 19.7 0 - - HCM Lane LOS A B A C A HCM 95th %tile Q(veh) 0.213 - - 0.112 0.066 0.718 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Background + Project PM.syn 7: Research Boulevard & South Access 2/9/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 22 0 86 41 0 0 35 146 31 0 289 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - - 75 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 25 90 25 25 25 73 89 25 25 87 58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 96 164 0 0 48 164 124 0 332 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 666 728 344 666 678 226 356 0 0 288 0 0 Stage 1 344 344 - 322 322 - - - - - - - Stage 2 322 384 - 344 356 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 373 350 699 373 374 813 1203 - - 1274 - - Stage 1 671 637 - 690 651 - - - - - - - Stage 2 690 611 - 671 629 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 362 336 699 312 359 813 1203 - - 1274 - - Mov Capacity-2 Maneuver 362 336 - 312 359 - - - - - - - Stage 1 644 637 - 662 625 - - - - - - - Stage 2 662 587 - 579 629 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.8 28.6 1.2 0 HCM LOS B D Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1203 - - 454 699 312 1274 - - HCM Lane V/C Ratio 0.04 - - 0.167 0.091 0.526 - - - HCM Control Delay (s) 8.117 - - 14.5 10.7 28.6 0 - - HCM Lane LOS A B B D A HCM 95th %tile Q(veh) 0.124 - - 0.594 0.3 2.877 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background AM.syn 7: Research Boulevard & South Access 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 0 28 0 0 0 93 325 0 0 53 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 75 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 25 69 25 25 25 73 70 25 25 88 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 41 0 0 0 127 464 0 0 60 35 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 797 797 78 817 815 464 96 0 0 464 0 0 Stage 1 78 78 - 719 719 - - - - - - - Stage 2 719 719 - 98 96 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 305 319 983 295 312 598 1498 - - 1097 - - Stage 1 931 830 - 420 433 - - - - - - - Stage 2 420 433 - 908 815 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 285 292 983 264 286 598 1498 - - 1097 - - Mov Capacity-2 Maneuver 285 292 - 264 286 - - - - - - - Stage 1 852 830 - 384 396 - - - - - - - Stage 2 384 396 - 871 815 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11 0 1.6 0 HCM LOS B A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1498 - - 653 0 1097 - - HCM Lane V/C Ratio 0.085 - - 0.078 + - - - HCM Control Delay (s) 7.626 - - 11 0 0 - - HCM Lane LOS A B A A HCM 95th %tile Q(veh) 0.278 - - 0.254 + 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background PM.syn 7: Research Boulevard & South Access 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 28 0 109 0 0 0 44 150 0 0 321 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 75 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 25 90 25 25 25 73 89 25 25 87 58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 56 0 121 0 0 0 60 169 0 0 369 31 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 673 673 384 734 689 169 400 0 0 169 0 0 Stage 1 384 384 - 289 289 - - - - - - - Stage 2 289 289 - 445 400 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 369 377 664 336 369 875 1159 - - 1409 - - Stage 1 639 611 - 719 673 - - - - - - - Stage 2 719 673 - 592 602 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 354 357 664 264 350 875 1159 - - 1409 - - Mov Capacity-2 Maneuver 354 357 - 264 350 - - - - - - - Stage 1 606 611 - 682 638 - - - - - - - Stage 2 682 638 - 484 602 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.5 0 2.2 0 HCM LOS C A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1159 - - 520 0 1409 - - HCM Lane V/C Ratio 0.052 - - 0.341 + - - - HCM Control Delay (s) 8.276 - - 15.5 0 0 - - HCM Lane LOS A C A A HCM 95th %tile Q(veh) 0.164 - - 1.497 + 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background + Project AM.syn 7: Research Boulevard & South Access 2/9/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 0 28 15 0 0 93 352 30 0 66 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - - 75 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 25 69 25 25 25 73 70 25 25 88 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 41 60 0 0 127 503 120 0 75 35 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 911 971 93 911 928 563 110 0 0 623 0 0 Stage 1 93 93 - 818 818 - - - - - - - Stage 2 818 878 - 93 110 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 255 253 964 255 268 526 1480 - - 958 - - Stage 1 914 818 - 370 390 - - - - - - - Stage 2 370 366 - 914 804 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 238 231 964 228 245 526 1480 - - 958 - - Mov Capacity-2 Maneuver 238 231 - 228 245 - - - - - - - Stage 1 836 818 - 338 357 - - - - - - - Stage 2 338 335 - 876 804 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.4 26.3 1.3 0 HCM LOS B D Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1480 - - 413 964 228 958 - - HCM Lane V/C Ratio 0.086 - - 0.058 0.028 0.263 - - - HCM Control Delay (s) 7.661 - - 14.3 8.8 26.3 0 - - HCM Lane LOS A B A D A HCM 95th %tile Q(veh) 0.282 - - 0.185 0.087 1.022 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background + Project PM.syn 7: Research Boulevard & South Access 2/9/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 9.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 28 0 109 41 0 0 44 178 31 0 357 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - - 75 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 25 90 25 25 25 73 89 25 25 87 58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 56 0 121 164 0 0 60 200 124 0 410 31 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 809 871 426 809 824 262 441 0 0 324 0 0 Stage 1 426 426 - 383 383 - - - - - - - Stage 2 383 445 - 426 441 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 299 289 628 299 308 777 1119 - - 1236 - - Stage 1 606 586 - 640 612 - - - - - - - Stage 2 640 575 - 606 577 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 287 274 628 231 291 777 1119 - - 1236 - - Mov Capacity-2 Maneuver 287 274 - 231 291 - - - - - - - Stage 1 574 586 - 606 579 - - - - - - - Stage 2 606 544 - 489 577 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.1 51.4 1.3 0 HCM LOS C F Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1119 - - 372 628 231 1236 - - HCM Lane V/C Ratio 0.054 - - 0.259 0.129 0.71 - - - HCM Control Delay (s) 8.4 - - 18 11.6 51.4 0 - - HCM Lane LOS A C B F A HCM 95th %tile Q(veh) 0.171 - - 1.019 0.44 4.703 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Background + Project AM.syn 8: Centre Avenue & Centre Access 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 9 18 590 18 36 220 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 20 641 20 39 239 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 968 651 0 0 661 0 Stage 1 651 - - - - - Stage 2 317 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 282 469 - - 927 - Stage 1 519 - - - - - Stage 2 738 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 270 469 - - 927 - Mov Capacity-2 Maneuver 270 - - - - - Stage 1 519 - - - - - Stage 2 707 - - - - - Approach WB NB SB HCM Control Delay, s 15.4 0 1.3 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 377 927 - HCM Lane V/C Ratio - - 0.078 0.042 - HCM Control Delay (s) - - 15.4 9.055 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.252 0.132 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Background + Project PM.syn 8: Centre Avenue & Centre Access 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 24 48 302 19 37 561 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 26 52 328 21 40 610 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1029 339 0 0 349 0 Stage 1 339 - - - - - Stage 2 690 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 259 703 - - 1210 - Stage 1 722 - - - - - Stage 2 498 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 250 703 - - 1210 - Mov Capacity-2 Maneuver 250 - - - - - Stage 1 722 - - - - - Stage 2 482 - - - - - Approach WB NB SB HCM Control Delay, s 15 0 0.5 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 438 1210 - HCM Lane V/C Ratio - - 0.179 0.033 - HCM Control Delay (s) - - 15 8.077 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.643 0.103 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background + Project AM.syn 8: Centre Avenue & Centre Access 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 9 18 745 18 36 274 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 20 810 20 39 298 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1196 820 0 0 829 0 Stage 1 820 - - - - - Stage 2 376 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 206 375 - - 803 - Stage 1 433 - - - - - Stage 2 694 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 196 375 - - 803 - Mov Capacity-2 Maneuver 196 - - - - - Stage 1 433 - - - - - Stage 2 660 - - - - - Approach WB NB SB HCM Control Delay, s 19 0 1.1 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 287 803 - HCM Lane V/C Ratio - - 0.102 0.049 - HCM Control Delay (s) - - 19 9.713 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.338 0.153 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background + Project PM.syn 8: Centre Avenue & Centre Access 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 24 48 376 19 37 706 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 26 52 409 21 40 767 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1267 419 0 0 429 0 Stage 1 419 - - - - - Stage 2 848 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 186 634 - - 1130 - Stage 1 664 - - - - - Stage 2 420 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 179 634 - - 1130 - Mov Capacity-2 Maneuver 179 - - - - - Stage 1 664 - - - - - Stage 2 405 - - - - - Approach WB NB SB HCM Control Delay, s 18.6 0 0.4 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 343 1130 - HCM Lane V/C Ratio - - 0.228 0.036 - HCM Control Delay (s) - - 18.6 8.303 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.864 0.111 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Background + Project AM.syn 9: Gilette Drive & Gilette Access 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 7 10 0 10 14 77 10 10 99 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 8 11 0 11 15 84 11 11 108 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 254 254 108 253 249 89 108 0 0 95 0 0 Stage 1 129 129 - 120 120 - - - - - - - Stage 2 125 125 - 133 129 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 699 650 946 700 654 969 1483 - - 1499 - - Stage 1 875 789 - 884 796 - - - - - - - Stage 2 879 792 - 870 789 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 681 638 946 684 642 969 1483 - - 1499 - - Mov Capacity-2 Maneuver 681 638 - 684 642 - - - - - - - Stage 1 865 783 - 874 787 - - - - - - - Stage 2 860 783 - 856 783 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.8 9.6 1 0.7 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1483 - - 946 802 1499 - - HCM Lane V/C Ratio 0.01 - - 0.008 0.027 0.007 - - HCM Control Delay (s) 7.453 0 - 8.8 9.6 7.419 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.031 - - 0.024 0.084 0.022 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2015 Background + Project PM.syn 9: Gilette Drive & Gilette Access 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 19 10 0 10 15 58 10 10 65 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 21 11 0 11 16 63 11 11 71 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 199 199 71 204 193 68 71 0 0 74 0 0 Stage 1 92 92 - 101 101 - - - - - - - Stage 2 107 107 - 103 92 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 760 697 991 754 702 995 1529 - - 1526 - - Stage 1 915 819 - 905 811 - - - - - - - Stage 2 898 807 - 903 819 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 741 684 991 728 689 995 1529 - - 1526 - - Mov Capacity-2 Maneuver 741 684 - 728 689 - - - - - - - Stage 1 905 812 - 895 802 - - - - - - - Stage 2 878 798 - 877 812 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.7 9.4 1.3 1 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1529 - - 991 841 1526 - - HCM Lane V/C Ratio 0.011 - - 0.021 0.026 0.007 - - HCM Control Delay (s) 7.38 0 - 8.7 9.4 7.376 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.032 - - 0.064 0.08 0.022 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background + Project AM.syn 9: Gilette Drive & Gilette Access 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 7 10 0 10 14 100 10 10 129 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 8 11 0 11 15 109 11 11 140 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 312 312 140 311 307 114 140 0 0 120 0 0 Stage 1 162 162 - 145 145 - - - - - - - Stage 2 150 150 - 166 162 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 641 603 908 642 607 939 1443 - - 1468 - - Stage 1 840 764 - 858 777 - - - - - - - Stage 2 853 773 - 836 764 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 624 592 908 627 596 939 1443 - - 1468 - - Mov Capacity-2 Maneuver 624 592 - 627 596 - - - - - - - Stage 1 831 758 - 849 768 - - - - - - - Stage 2 834 764 - 822 758 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9 9.9 0.8 0.5 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1443 - - 908 752 1468 - - HCM Lane V/C Ratio 0.011 - - 0.008 0.029 0.007 - - HCM Control Delay (s) 7.521 0 - 9 9.9 7.471 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.032 - - 0.025 0.089 0.022 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2025 Background + Project PM.syn 9: Gilette Drive & Gilette Access 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 19 10 0 10 15 75 10 10 85 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 21 11 0 11 16 82 11 11 92 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 239 239 92 244 234 87 92 0 0 92 0 0 Stage 1 114 114 - 120 120 - - - - - - - Stage 2 125 125 - 124 114 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 715 662 965 710 666 971 1503 - - 1503 - - Stage 1 891 801 - 884 796 - - - - - - - Stage 2 879 792 - 880 801 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 697 649 965 685 653 971 1503 - - 1503 - - Mov Capacity-2 Maneuver 697 649 - 685 653 - - - - - - - Stage 1 881 795 - 874 787 - - - - - - - Stage 2 860 783 - 854 795 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.8 9.6 1.1 0.8 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1503 - - 965 803 1503 - - HCM Lane V/C Ratio 0.011 - - 0.021 0.027 0.007 - - HCM Control Delay (s) 7.421 0 - 8.8 9.6 7.413 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.033 - - 0.066 0.083 0.022 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot APPENDIX C Conceptual Site Plan 503 STALLS 383 STALLS 191 STALLS DETENTION BASIN DETENTION BASIN EXISTING DETENTION BASIN TENNIS COURTS EXISTING PEDESTRIAN BRIDGE PROPOSED LIGHTING BRIDGE SIPHON UNDER LARIMER #2 DITCH WEST DRAKE ROAD SOUTH CAMPUS SURFACE PARKING LOT CONCEPT NOVEMBER 1, 2013 N Out In Total 140 267 407 Right 0 Thru 0 Left 0 Out In Total 0 0 0 Left 35 Thru 118 Right 0 Out In Total 339 153 492 Left 22 Thru 0 Right 86 Out In Total 49 108 157 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North Morrison, CO 80465 259 65 324 Right 0 Thru 0 Left 0 Out In Total 0 0 0 Left 73 Thru 256 Right 0 Out In Total 64 329 393 Left 3 Thru 0 Right 22 Out In Total 96 25 121 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 76 Out In Total 168 352 520 Right 42 Thru 839 Left 207 Out In Total 1267 1088 2355 Left 69 Thru 79 Right 289 Out In Total 393 437 830 Left 47 Thru 902 Right 32 Out In Total 1030 981 2011 Peak Hour Begins at 03:15 PM Unshifted Peak Hour Data North Morrison, CO 80465 457 71 528 Right 117 Thru 529 Left 276 Out In Total 1102 922 2024 Left 51 Thru 208 Right 229 Out In Total 407 488 895 Left 132 Thru 857 Right 94 Out In Total 598 1083 1681 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 54 Thru 117 Left 167 Out In Total 151 338 489 Right 96 Thru 1232 Left 72 Out In Total 1056 1400 2456 Left 18 Thru 27 Right 44 Out In Total 208 89 297 Left 28 Thru 845 Right 19 Out In Total 1304 892 2196 Peak Hour Begins at 03:45 PM Unshifted Peak Hour Data North Morrison, CO 80465 Thru 15 Left 32 Out In Total 327 57 384 Right 169 Thru 519 Left 38 Out In Total 1047 726 1773 Left 38 Thru 96 Right 81 Out In Total 73 215 288 Left 62 Thru 934 Right 20 Out In Total 567 1016 1583 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 1083 1295 2378 Right 80 Thru 118 Left 169 Out In Total 303 367 670 Left 71 Thru 902 Right 107 Out In Total 1385 1080 2465 Left 101 Thru 107 Right 122 Out In Total 301 330 631 Peak Hour Begins at 03:30 PM Unshifted Peak Hour Data North Morrison, CO 80465 Shields St Right 58 Thru 727 Left 103 Out In Total 1048 888 1936 Right 31 Thru 31 Left 48 Out In Total 548 110 658 Left 41 Thru 913 Right 273 Out In Total 807 1227 2034 Left 104 Thru 172 Right 32 Out In Total 130 308 438 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 30(31) 29(18) 66(357) 4(28) 28(109) 15(41) 745(376) 18(19) 274(706) 36(37) 18(48) 9(24) 14(15) 7(19) 100(75) 129(85) 30(31) 23(14) 55(289) 3(22) 22(86) 15(41) 590(302) 18(19) 220(561) 36(37) 18(48) 9(24) 14(15) 7(19) 77(58) 99(65) 77(58) 99(65)