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HomeMy WebLinkAboutTHE HUB ON CAMPUS - PDP - PDP160038 - SUBMITTAL DOCUMENTS - ROUND 3 - TRAFFIC STUDYTraffic Impact Study The Hub Fort Collins, Colorado Prepared for: Core Spaces TRAFFIC IMPACT STUDY The Hub – 1415 Elizabeth Street Fort Collins, Colorado Prepared for Core Spaces 2234 W North Avenue Chicago, IL 60647 Prepared by Kimley-Horn and Associates, Inc. 4582 South Ulster Street Suite 1500 Denver, Colorado 80237 (303) 228-2300 May 2017 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. 05/23/2017 Kimley-Horn and Associates, Inc. 168450001 – The Hub Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i APPENDICES .................................................................................................................. i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 EXECUTIVE SUMMARY ........................................................................................... 1 2.0 INTRODUCTION ....................................................................................................... 4 3.0 EXISTING AND FUTURE CONDITIONS .................................................................. 6 3.1 Existing Roadway Network ................................................................................................6 3.2 Existing and Future Study Area .........................................................................................8 3.3 Existing Traffic Volumes ....................................................................................................8 3.4 Unspecified Development Traffic Growth ...........................................................................8 4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 12 4.1 Trip Generation................................................................................................................12 4.2 Trip Distribution ...............................................................................................................14 4.3 Traffic Assignment and Total (Background Plus Project) Traffic ......................................14 5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 22 5.1 Analysis Methodology ......................................................................................................22 5.2 Key Intersection Operational Analysis .............................................................................23 5.3 Queuing Analysis .............................................................................................................27 5.4 Multimodal Transportation Analysis .................................................................................28 6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 35 APPENDICES Appendix A – TIS Base Assumptions Appendix B – Intersection Count Sheets Appendix C – Trip Generation Worksheets Appendix D – Intersection Analysis Worksheets Appendix E – Queue Analysis Worksheets Appendix F – Conceptual Site Plan Kimley-Horn and Associates, Inc. 168450001 – The Hub Page ii LIST OF TABLES Table 1 – The Hub Traffic Generation .......................................................................................13 Table 2 – Level of Service Definitions .......................................................................................22 Table 3 – Elizabeth Street and Shields Street LOS Results ......................................................24 Table 4 – Elizabeth Street and City Park Avenue LOS Results .................................................25 Table 5 – Elizabeth Street Access LOS Results ........................................................................26 Table 6 – Queuing Analysis Results ..........................................................................................27 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................5 Figure 2 – Existing Lane Configurations ......................................................................................7 Figure 3 – Existing Traffic Volumes .............................................................................................9 Figure 4 – 2018 Background Traffic Volumes............................................................................10 Figure 5 – 2035 Background Traffic Volumes............................................................................11 Figure 6 – Non Pass-By Trip Distribution ..................................................................................15 Figure 7 – AM Peak Pass-By Trip Distribution...........................................................................16 Figure 8 – PM Peak Pass-By Trip Distribution...........................................................................17 Figure 9 – Non Pass-By Traffic Assignment ..............................................................................18 Figure 10 – Pass-By and Diverted Link Trips Traffic Assignment ..............................................19 Figure 11 – 2018 Background Plus Project Traffic Volumes ......................................................20 Figure 12 – 2035 Background Plus Project Traffic Volumes ......................................................21 Figure 13 – 2018 Recommended Lane Configurations and Control ..........................................33 Figure 14 – 2035 Recommended Lane Configurations and Control ..........................................34 Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 1 1.0 EXECUTIVE SUMMARY A new student housing development, named The Hub, is to be located along the south side of Elizabeth Street, between Constitution Avenue and City Park Avenue, in Fort Collins, Colorado. Specifically, the project is located at 1415 Elizabeth Street. The site is anticipated to redevelop with removal of the previous C.B. & Potts restaurant and facility to a student housing development project with 212 apartment units containing 366 beds and approximately 18,237 square feet of retail space. It is expected that the project will be completed within a couple of years, with opening in fall of 2018. Analysis was therefore conducted for the 2018 short term horizon, as well as the 2035 long-term horizon per City of Fort Collins requirements. 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 City of Fort Collins standards and requirements: · Elizabeth Street and Shields Street · Elizabeth Street and City Park Avenue · Elizabeth Street Access Primary access to the site will be provided by Elizabeth Street, City Park Avenue, and Shields Street. Direct access to the project is proposed from a full movement access to be constructed along Elizbeth Street, to be located approximately 575 feet west of the Elizabeth Street and City Park Avenue signalized intersection, measured center to center. The Hub is expected to generate approximately 2,834 daily weekday trips. Of these, 132 trips are expected to occur during the morning peak hour, while 375 driveway trips are expected during the afternoon peak hour. Since the project has a commercial component, pass-by trips are expected for the retail use only. These pass-by trips are vehicles already on the street network that will be attracted to the retail. With pass-by, expected net new trips to the surrounding street network results in an anticipated 2,162 weekday daily trips, of which 109 and 295 trips are anticipated to be new (non pass-by) during the weekday morning and afternoon peak hours, respectively. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 2 Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, anticipated surrounding development areas, and the proposed access system for the project. Assignment of project traffic was based upon the trip generation described previously and the distributions developed. Based on the analysis presented in this report, Kimley-Horn believes the proposed The Hub will be successfully incorporated into the existing and future roadway network. The proposed project development and expected traffic volumes resulted in the following recommendations/ conclusions: · The proposed access for The Hub student housing and retail redevelopment project is proposed to be located from a new full movement access, located along Elizabeth Street approximately 575 feet west of City Park Avenue. It is recommended that the northbound exiting access approach to Elizabeth Street operate with stop control with the installation of a R1-1 “STOP” sign installed. It is believed that a single northbound approach lane from the driveway access will be appropriate to provide acceptable operations. · As identified in the City of Fort Collins West Elizabeth Corridor Plan, it is understood that the City of Fort Collins plans to remove the split traffic signal phasing at the Elizabeth Street and Shields Street intersection. With this, the City plans that the eastbound approach consists of dual left turn lanes with a single receiving through lane westbound. When these dual left turn lanes are implemented, the eastbound dual left turn lanes should operate with protected only phasing while the westbound left turn operate with protected-permissive phasing. It is important to note that the need for these improvements are independent and not related to The Hub project. · With the removal of split phasing and the addition of eastbound dual left turn lanes at the Elizabeth Street and Shields Street intersection, the left turn lanes may need to be constructed/designated to accommodate lengths of 200 feet for the eastbound dual left turn lanes, 100 feet for the westbound left turn lane, and 450 feet for the northbound left turn lane. However, due to the location of the University Avenue/Shields Street intersection to the south, it is believed that the maximum northbound left turn lane possible is 350 feet for this northbound approach. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 3 · It is understood that the City of Fort Collins is considering reducing the through lane capacity along Elizabeth Street in the project study area. In the near term build out horizon of the project in 2018, a reduction with Elizabeth Street providing a single through lane in each direction would operate acceptably. However, it was found that unacceptable intersection level of service would result at the Elizabeth Street/City Park Avenue signalized intersection in 2035 if the future projected traffic volume is realized and Elizabeth Street is reduced to a single through lane in each direction. Therefore, if this reduction in vehicle capacity is implemented, the City of Fort Collins should continue to monitor traffic volumes into the future to determine if and when the additional through lane may need to be added back in along Elizabeth Street. · If traffic volumes grow at the same rate of anticipated student population growth, additional improvements may be needed at the Elizabeth Street and Shields Street intersection by 2035. It was found that Shields Street may need additional through lane capacity and be a six-lane roadway. The northbound approach may also need dual protected left turn lanes while the southbound right turn may need to operate with protected-permissive overlap phasing. Of course, if these traffic volumes are realized, significant intersection and roadway improvements would be needed. It is recommended that the City of Fort Collins monitor traffic conditions at this intersection in the future to determine if and when any improvements are needed. · All off-site and on-site improvements should be incorporated into the Civil Drawings, and conform to standards of the City of Fort Collins, Institute of Transportation Engineers (ITE), and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 4 2.0 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 a proposed student housing project, The Hub, to be located along the south side of Elizabeth Street, between Constitution Avenue and City Park Avenue, in Fort Collins, Colorado. Specifically, the project is located at 1415 Elizabeth Street. A vicinity map illustrating the project site location is shown in Figure 1. The site is anticipated to redevelop with removal of the previous C.B. & Potts restaurant and facility to a student housing development project with 212 apartment units containing 366 beds and approximately 18,237 square feet of retail space. It is expected that the project will be completed within a couple of years, with opening in fall of 2018. Analysis was therefore conducted for the 2018 short term horizon, as well as the 2035 long-term horizon per City of Fort Collins requirements. The conceptual site plan illustrating the development and access locations is shown in Appendix F. 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 City of Fort Collins standards and requirements: · Elizabeth Street and Shields Street · Elizabeth Street and City Park Avenue · Elizabeth Street Access The City of Fort Collins Transportation Impact Study Base Assumptions form is shown in Appendix A. Primary access to the site will be provided by Elizabeth Street, City Park Avenue, and Shields Street. Direct access to the project is proposed from a full movement access to be constructed along Elizbeth Street, to be located approximately 575 feet west of the Elizabeth Street and City Park Avenue signalized intersection, measured center to center. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 6 3.0 EXISTING AND FUTURE CONDITIONS 3.1 Existing Roadway Network Elizabeth Street provides two lanes of travel each direction, eastbound and westbound, with 30 mile per hour posted speed limit through the study area. Shields Street provides two lanes of travel each direction, northbound and southbound, with a 30 mile per hour posted speed limit. City Park Avenue provides one lane of travel each direction, northbound and southbound, with a 25 mile per hour posted speed limit. The private roadway to the west of the project that will provide access provides one lane of travel each direction, northbound and southbound, without an observed posted speed limit. The existing intersection of Elizabeth Street and Shields Street is signalized and operates with split phasing eastbound and westbound. The eastbound approach consists of a left turn lane, shared through/left turn lane, and a right turn lane. The westbound approach consists of a left turn lane and two through lanes. The westbound approach exits the Colorado State University (CSU) campus. The northbound approach consists of a left turn lane and two through lanes. The southbound approach consists of a left turn lane, two through lanes, and a right turn lane. The existing intersection of Elizabeth Street and City Park Avenue is signalized and operates with permissive only left turn phasing on all approaches. The eastbound and westbound approaches consist of a left turn lane and two through lanes. The northbound and southbound approaches consist of a left turn lane and one through lane. The intersection lane configuration and control for these study area key intersections are shown in Figure 2. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 8 3.2 Existing and Future Study Area The existing site is comprised of an approximate 7,500 square foot C. B. & Potts restaurant and 6,000 square foot tap house. The surrounding area contains a mix of uses. Directly adjacent to the site to the west is an approximate 15,000 square foot multi-use retail building (currently under construction). Directly adjacent to the site to the east, north, and south are multi-family apartment developments. Beyond these uses, residential areas exist in all directions, while Colorado State University exists further to the east. 3.3 Existing Traffic Volumes Existing peak hour turning movement counts were conducted at the key intersections on Wednesday, October 19, 2016 and Thursday, October 27, 2016. The counts were conducted in 15-minute intervals during the morning and afternoon peak hours of adjacent street traffic from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM, respectively, on these count dates. Existing turning movement counts are shown in Figure 3 with count sheets provided in Appendix B. 3.4 Unspecified Development Traffic Growth Based on information from the CSU 2020 Transit Plan, the CSU student population may grow by approximately 8,000 students, from the previous 27,000 students in 2013 to 35,000 students in 2025. This equates to a 29.6 percent increase between the years of 2013 and 2025, which is an annual growth rate of approximately 2.4 percent per year. Based on this growth factor, the projected 2018 and 2035 background values for the study’s key intersections have been calculated and are provided in Figures 4 and 5, respectively. Of note, this may be a higher traffic volume growth than is actually realized as the development area is primarily built out. However, this will provide a conservative analysis. In addition, background traffic was added for the multi-use development currently under construction directly to the northwest of this project site. This project is anticipated to include retail and apartment units. This project was studied within the “Kapoor Site Trip Generation Comparison”, completed by LSC Transportation Consultants, Inc. in August 2013. The site is planned to develop with a 3,500 square foot bank, a 2,500 square foot restaurant, 8,300 square feet of retail, and 18 apartment units according to this development traffic study. 106(301) 860(1175) 113(65) 119(362) 732(1075) 5(6) 298(296) 51(30) 258(326) 7(10) 5(45) 22(84) 28(113) 44(112) 61(85) 22(67) 40(106) 47(74) 47(77) 478(459) 90(85) 48(89) 175(491) 25(86) 615(621) 225(671) 128(334) 902(1232) 118(68) 135(390) 768(1127) 5(6) 321(320) 55(34) 286(360) 7(10) 7(50) 23(88) 29(118) 46(117) 64(89) 25(73) 42(111) 49(78) 51(84) 528(511) 94(89) 50(93) 213(546) 26(90) 645(651) 236(704) 183(490) 1350(1844) 177(102) 197(578) 1149(1687) 8(9) 477(475) 82(50) 420(530) 11(16) 10(74) 35(132) 44(177) 69(176) 96(133) 37(108) 63(166) 74(116) 76(124) 777(750) 141(133) 75(140) 304(802) 39(135) 965(975) 353(1053) Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 12 4.0 PROJECT TRAFFIC CHARACTERISTICS 4.1 Trip Generation Site-generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. Using the ITE Trip Generation Manual Trip Generation Report1 published by the Institute of Transportation Engineers (ITE) is the industry standard for determining site-generated traffic estimates. ITE has established trip rates in nationwide studies of similar land uses. However, for the residential component of the project, it was determined through discussions with City staff that the City of Fort Collins Student Housing trip generation rates were a more accurate representation of expected site generated trips. This was based on the unique nature of this use with close proximity to the Colorado State University campus. These rates are 2.65 trips per bed, with a morning peak hour trip rate of 0.19 trips per bed, and afternoon peak hour rate of 0.42 trips per bed. Parking counts from “The Hub Parking Generation Letter”, completed by Kimley-Horn and Associates, Inc in October 2016 was used in determining the proportion of entering and exiting traffic. In addition, Kimley-Horn used the ITE Trip Generation Report average rate equations that apply to Supermarket (850) for traffic associated with the retail portion of the proposed project. This code use was chosen as the retail area development is presently unknown and these retail equations provide a higher trip generation estimate to provide a more conservative analysis. The trip generation worksheet is included in Appendix C. The Hub is expected to generate approximately 2,834 daily weekday trips. Of these, 132 trips are expected to occur during the morning peak hour, while 375 driveway trips are expected during the afternoon peak hour. Since the project has a commercial component, pass-by trips are expected for the retail area only. These pass-by trips are vehicles already on the street network that will be attracted to the retail. With pass-by, expected net new trips to the surrounding street network results in an anticipated 2,162 weekday daily trips, of which 109 and 295 trips are anticipated to be new (non pass-by) during the weekday morning and afternoon peak hours, respectively. 1 Institute of Transportation Engineers, Trip Generation: An Information Report, Ninth Edition, Washington DC, 2012. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 13 Of note, internal capture or alternatives modes were not included in the trip generation calculation to provide a conservative analysis. It is anticipated that customers to the retail portion of the project will arrive using other modes of travel. It is anticipated that the retail patrons will arrive by walking, bicycling, or transit. Especially as the retail is anticipated to serve the surrounding student population with the campus and other student housing located nearby. The pass-by percentage for the retail use was obtained from the ITE “Trip Generation Manual, Ninth Edition Volume 1, Users Guide and Handbook” 2012. Table 1 summarizes the estimated traffic generation for the proposed development. Trip generation worksheets are included in Appendix C. These calculations illustrate the equations used and directional distribution of trips based on the published ITE Trip Generation Report. The Hub project is a redevelopment of previous uses. Although no trip reduction credit was taken for the previous use, it is worth noting that trips were previously generated by the site. The existing site is comprised of an approximate 7,500 square foot C. B. & Potts restaurant and 6,000 square foot tap house. Using ITE Trip Generation Report average rate equations that apply to High Turnover Sit-Down Restaurant (932) for the entire C. B. & Potts restaurant and tap house, the previous development was expected to generate 1,718 daily weekday trips. Of these, 146 trips are expected to occur during the morning peak hour, while 133 driveway trips are expected during the afternoon peak hour. This is provided for informational purposes. Table 1 – The Hub Traffic Generation Scenario Vehicles Trips Daily Weekday AM Peak Hour Weekday PM Peak Hour In Out Total In Out Total Non Pass By Retail (18,237 sf) 1,192 24 15 39 72 69 141 Student Housing (366 beds) 970 17 53 70 80 74 154 Total 2,162 41 68 109 152 143 295 Pass By Retail (18,237 sf) 672 14 9 23 41 39 80 Total 2,834 55 77 132 193 182 375 Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 14 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, anticipated surrounding development areas, expected roadway improvements, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site-generated traffic that approaches the site from a given direction and departs the site back to the original source. Figure 6 illustrates the expected trip distribution for the site. Since the Hub has a commercial component, a certain amount of traffic attracted to the project will be passing by the site. This pass-by distribution is a means to quantify the amount of traffic arriving to the site from a given direction and then leaving the site in the same original direction of travel, continuing the driver’s trip. The expected weekday morning and afternoon peak hour pass-by trip distributions were calculated based on actual traffic volumes. Directional differences in the morning and afternoon peak hours were accounted for in the pass-by distributions as shown in Figures 7 and 8, respectively. 4.3 Traffic Assignment and Total (Background Plus Project) Traffic Traffic assignment was obtained by applying the project trip distribution to the estimated traffic generation of the development shown in Table 1. Project traffic assignment for The Hub project for the non-pass-by and pass-by conditions during the peak hours studied is shown in Figures 9 and 10. Project traffic volumes were added to the background volumes to represent estimated traffic conditions for the short term 2018 horizon and long term 2035 horizon. These background plus project (total) traffic volumes for the project are illustrated for the 2018 and 2035 horizon years in Figures 11 and 12, respectively. [65%] 65% [35%] 35% [60%] 60% 5% [5%] [5%] 5% 35% 20% [20%] [35%] 25% [75%] [25%] 75% [75%] 25% [25%] 75% -75% -25% 50% [50%] [50%] 50% [50%] 50% [50%] 50% -50% -50% 14(53) 8(30) 14(29) 3(7) 24(50) 2(8) 2(8) 3(7) 41(86) 25(91) 24(50) 44(93) 14(53) 27(99) 2(20) 7(20) -11(-21) 11(21) -4(-21) 4(21) 142(387) 902(1232) 118(68) 143(420) 768(1127) 5(6) 335(349) 58(41) 310(410) 7(10) 9(58) 23(88) 29(118) 46(117) 64(89) 27(81) 42(111) 49(78) 54(91) 569(597) 94(89) 50(93) 238(637) 26(90) 26(70) 51(113) 634(630) 25(74) 232(683) 31(120) 197(543) 1350(1844) 177(102) 205(608) 1149(1687) 8(9) 491(504) 85(57) 444(580) 11(16) 12(82) 35(132) 44(177) 69(176) 96(133) 39(116) 63(166) 74(116) 79(131) 818(836) 141(133) 75(140) 329(893) 39(135) 26(70) 51(113) 954(954) 25(74) 349(1032) 31(120) Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 22 5.0 TRAFFIC OPERATIONS ANALYSIS Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2018 and 2035 development horizons at the identified key intersections and access driveways. The acknowledged source for determining overall capacity is the current edition of the Highway Capacity Manual (HCM)2. 5.1 Analysis Methodology Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A (very little delay) to F (long delays and congestion). For intersections and roadways in this study area, typical standard traffic engineering practice identifies intersection LOS D as the minimum threshold for acceptable operations for signalized intersections and LOS E for movements and approaches of unsignalized intersections. Table 2 shows the definition of level of service 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. Study area intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the level of service (LOS) for a two-way stop controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. Level of service for a two-way stop-controlled 2 Transportation Research Board, Highway Capacity Manual, Special Report 209, Washington DC, 2010. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 23 intersection is not defined for the intersection as a whole. Level of service for a signalized and all-way stop controlled intersection is defined for each approach and for the overall intersection. 5.2 Key Intersection Operational Analysis Calculations for the level of service at the key intersections within the study area are provided in Appendix D. The signalized intersection analysis for the Elizabeth Street/City Park Avenue and Elizabeth Street/Shields Street intersections utilizes the observed cycle lengths of 50 seconds and 110 seconds for the morning peak hour and 60 seconds and 120 seconds for the afternoon peak hour with existing phasing and timing splits, respectively. The existing year analysis is based on the lane geometry and intersection control shown in Figure 2. The existing peak hour factors are also used in the existing and short term horizon (2018) analysis. The recommended HCM urban area peak hour factor of 0.92 was used for the 2035 horizon analysis. LOS for the intersections was calculated using Synchro software presenting the HCM results. Due to the modeling restrictions of analyzing split phasing, HCS 2010 was used to analyze the existing, 2018 background, and 2018 total scenarios for the Elizabeth Street and Shields Street intersection. Elizabeth Street and Shields Street The existing intersection of Elizabeth Street and Shields Street is signalized and operates with split phasing eastbound and westbound. With the existing configuration, the intersection currently operates at LOS D during the morning and afternoon peak hours. With or without the addition of The Hub project traffic in 2018, the intersection is expected to continue operating at LOS D during the morning peak hour and LOS E during the afternoon peak hour. As identified in the City of Fort Collins West Elizabeth Corridor Plan, it is understood that the City of Fort Collins plans to remove the split traffic signal phasing at the Elizabeth Street and Shields Street intersection. With this, the City plans that the eastbound approach consists of dual left turn lanes with a single receiving through lane westbound. When these dual left turn lanes are implemented, the eastbound dual left turn lanes should operate with protected only phasing while the westbound left turn operate with protected-permissive phasing. With these improvements in 2018, the intersection is anticipated to operate at LOS D during both the morning and afternoon peak hours, with the addition of The Hub project traffic. By 2035, additional improvements may be needed at this intersection if the high traffic volume growth of 2.4 percent per year is realized. For example, Shields Street may need additional Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 24 through lane capacity and need to be a six-lane roadway. The northbound approach may need dual protected left turn lanes, while the southbound right turn may need to operate with protected-permissive overlap phasing. With these improvements, the intersection is anticipated to operate at LOS D during both the morning and afternoon peak hours. It will be important for the City of Fort Collins to continue monitoring traffic conditions at this intersection in the future to determine if and when any improvements are needed. Table 3 provides the results of the level of service at this intersection. Table 3 – Elizabeth Street and Shields Street LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2016 Existing 39.1 D 47.5 D 2018 Background 44.2 D 57.1 E 2018 Total 45.5 D 68.5 E 2018 Total # 36.7 D 48.5 D 2035 Background ## 34.9 C 53.2 D 2035 Total ## 44.4 D 54.9 D # = Remove Split Phasing EB and WB with EB Dual Left Lanes ## = Remove Split Phasing EB and WB with EB Dual Left Lanes, Three Through Lanes NB and SB and Dual NB Protected Left Turn Lanes Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 25 Elizabeth Street and City Park Avenue The existing intersection of Elizabeth Street and City Park Avenue is signalized and operates with permissive-only left turn phasing on all approaches. With the existing configuration, the intersection currently operates at LOS B during both the morning and afternoon peak hours. With or without the addition of The Hub project traffic throughout 2035, the intersection is anticipated to continue operating acceptably at LOS B during both the morning and afternoon peak hours. Therefore, no modifications are anticipated to be needed at this intersection due to construction of the project. Table 4 provides the results of the level of service at this intersection. Table 4 – Elizabeth Street and City Park Avenue LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2016 Existing 12.6 B 13.9 B 2018 Background 12.7 B 13.5 B 2018 Total 12.5 B 13.2 B 2035 Background 12.6 B 15.3 B 2035 Total 13.5 B 15.8 B It is understood that the City of Fort Collins is considering reducing the through lane capacity along Elizabeth Street in the project study area from two through lanes in each direction to a single through lane in each direction. In the near term build out horizon of the project in 2018, a reduction with Elizabeth Street providing a single through lane in each direction would operate acceptably, at LOS C during the morning peak hour and LOS B during the afternoon peak hour. However, it was found that LOS D during the morning peak hour and unacceptable LOS E during the afternoon peak hour would result at this signalized intersection in 2035 if the future projected traffic volume is realized and Elizabeth Street is reduced to a single through lane in each direction. Therefore, if this reduction in vehicle capacity is implemented, the City of Fort Collins should continue to monitor traffic volumes into the future to determine if and when the additional through lane may need to be added back in along Elizabeth Street. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 26 Elizabeth Street Access A new full movement access to the project is proposed along Elizabeth Street. It is recommended that this access operate with stop control with the installation of a R1-1 “STOP” sign on the exiting northbound approach. The northbound approach is proposed to include a single shared left turn/right turn lane. A TWLTL is present along Elizabeth Street through this intersection which allows for two-stage northbound left turn movements. Based on this, the operational analysis was prepared using HCS 2000 results. With the proposed access configuration, all movements at this intersection are anticipated to operate acceptably at LOS D or better during the morning and afternoon peak hours throughout 2035. Table 5 provides the results of the level of service at this intersection. Table 5 – Elizabeth Street Access LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2018 Total Westbound Left Northbound Approach 9.3 12.8 A B 10.0 17.9 B C 2035 Total Westbound Left Northbound Approach 11.0 17.1 B C 12.6 32.2 B D Of note, this access intersection was also studied with a through lane capacity reduction of Elizabeth Street from two through lanes in each direction to a single through lane in each direction. If implemented, all movements are anticipated to operate acceptably during the short term 2018 build out horizon, however the northbound approach may operate with long delays and LOS F during the weekday afternoon peak hour in 2035 if just a single through lane is provided along Elizabeth Street. Therefore, it is believed that the existing Elizabeth Street roadway capacity should be maintained if the future traffic volume projections are realized. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 27 5.3 Queuing Analysis A queuing analysis was conducted for the study area intersections along Elizabeth Street. The queuing analysis was performed using the Synchro analysis software presenting the results of the 95th percentile queue lengths. Results are shown in the following Table 6 with calculations provided within the level of service operational sheets of Appendix D for the unsignalized intersections and Appendix E for signalized intersections. Table 6 – Queuing Analysis Results Intersection Turn Lane Existing Turn Lane Length (feet) 2018 Queue Length (feet) 2018 Recommended Turn Lane Length (feet) 2035 Queue Length (feet) 2035 Recommended Turn Lane Length (feet) Elizabeth/Shields # Eastbound Left Eastbound Right Westbound Left Northbound Left Southbound Left Southbound Right 125’/C C 50’ 250’ 250’ 375’ 196’ 207’ 99’ 458’ 6’ 56’ 200’ DL C 100’ 450’ 250’ 375’ 242’ 524’ Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 28 the south, it is believed that the maximum northbound left turn lane possible is 350 feet for this northbound approach. Of note, the analysis is showing that by 2035 the eastbound dual left turn lanes may need to accommodate a queue of 250 feet, westbound left 125 feet, northbound dual left turn lanes 275 feet, and the southbound right 475 feet if future traffic volume growth is realized at the Elizabeth Street and Shields Street intersection. As previously discussed, it is recommended that the City of Fort Collins continue monitoring traffic at this intersection to determine if and when additional improvements will be needed. The northbound exiting queue length for the full movement access along Elizabeth Street was also evaluated. The northbound approach exiting queue was found to be two vehicles (50 feet) in 2018 and four vehicles (100 feet) in 2035. The onsite configuration and layout will successfully accommodate these queue lengths. 5.4 Multimodal Transportation Analysis A multimodal transportation analysis was performed as part of this traffic study to meet City of Fort Collins and standards and requirements. This multi-modal evaluation includes an assessment of operations and level of service for pedestrians, bicycles and transit, as outlined with the City of Fort Collins Multimodal Transportation Level of Service Manual and Adequate Public Facilities Plan. Each of these will be discussed further within the following sections: Pedestrian Analysis The five level of service standards specific to pedestrian facilities were reviewed as part of the this project. These include directness, continuity, street crossings, visual interest and amenity, and security. The Hub is proposed to be located along the south side of Elizabeth Street, west of City Park Avenue, approximately 1/3rd mile from Colorado State University (CSU) campus. This project is located within the Pedestrian District area of Fort Collins due to being within the Colorado State University (CSU) area. Due to this, level of service A is desired for four of the five elements, with a level of service B allowed for street crossings. The five level of service quality measure assessments are as follows: Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 29 Directness The City of Fort Collins identifies directness as the walking distance to destinations including transit stops, schools, parks, commercial employment or activity areas. A grid street pattern with sidewalks typifies the ideal system, as is present with this proposed project location. Measurement of directness is the ratio of the Actual distance to such destinations by way of pedestrian sidewalk or pathway divided by Minimum right angle distance characterized by the grid street pattern (the A/M ratio). Pedestrian activity generated by this project is anticipated to be along the south side of Elizabeth Street, to and from the CSU campus and transit stop along Elizabeth Street to the east. As the actual distance is the same as the minimum distance, the ratio of directness is 1.0, which is less than the maximum 1.2 threshold for Level of Service A. Therefore, this criteria is met with this project, level of service A. Continuity Continuity is defined as the completeness of the sidewalk/walkway systems with avoidance of gaps. Where the pedestrian corridor is integrated within the activities along the corridor, level of service A results. Elizabeth Street includes sidewalks along both the north and south sides of the street between this proposed project and CSU. As this is a student housing project, this is the primary desired pedestrian connection. No other major City destinations are located within a quarter-mile of the project. Given that a complete pedestrian connection is present between The Hub and CSU that is believed to meet City of Fort Collins standards, level of service A results as the pedestrian sidewalk appears as a single entity within the activity area. Street Crossings There are four types of street crossings with associated level of service ratings. The first is signalized intersections where elements include grade separation, number of lanes to cross, signal indication, well-marked crosswalks, lighting, raised median width, visibility, curb ramps, pedestrian buttons, convenience, comfort, and security. The second is unsignalized intersection crossing of major streets where grade separation, number of lanes to cross, well-marked crosswalks, lighting, raised median width, visibility, and curb ramps are evaluated. Third, unsignalized intersection crossings of minor streets that include an evaluation of well-marked crosswalks, lighting, and curb ramps. The fourth and last is mid-block crossings where the number of lanes to cross, strength of crosswalk presence, well-marked crosswalks, lighting, Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 30 raised median width, curb ramps, pedestrian signals, convenience, comfort, and security are considered. Along the pedestrian path between The Hub and CSU, there are two signalized intersection public street crossings. There are no unsignalized public street crossings nor any mid-block crosswalks. A signalized pedestrian crossing exists at the intersection of Elizabeth Street/City Park Avenue, which includes three lanes to cross of City Park Avenue, pedestrian signal heads, a designated crosswalk, lighting, great visibility, curb ramps, pedestrian push buttons, nice convenience and comfort, and security. Given that all of these elements are present and that there are three lanes to cross, this crossing is level of service A. A pedestrian crossing also exists at the signalized intersection of Elizabeth Street/Shields Street, which includes five lanes to cross of Shields Street, pedestrian signal heads, a designated crosswalk, lighting, great visibility, curb ramps, pedestrian push buttons, nice convenience and comfort, and security. Given that these elements are present and that there are five lanes to cross, this crossing is level of service B. Therefore, both intersections meet the desired level of service for Street Crossing in the Pedestrian District zone of CSU. Visual Interest and Amenity This identifies a pedestrian system to be aesthetically compatible with local architecture and include pedestrian amenities. Street trees in grates are located along both sides of Elizabeth Street between The Hub and CSU. The architecture of the new developments along the south side of Elizabeth Street at the City Park Avenue intersection have active building frontages. Throughout the remainder of the corridor, the landscaping that is present provides visual interest necessary to provide a Level of Service A category as defined by “Visually appealing and compatible with local architecture. Generous sidewalk width, active building frontages, pedestrian lighting, street trees, and quality of street furniture.”, within the City standards. Security As identified by the City of Fort Collins requirements, the highest level of service is in an environment with high pedestrians and police presence, clear lines of sight, and good lighting levels. The lowest is where the streetscape is totally intimidating with major breaches in pedestrian visibility from the street, adjacent land uses, and activities. Lighting is present along the entire Elizabeth Street corridor between The Hub and CSU. Adequate sight lines exist and Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 31 the buildings overlook the sidewalk. A lot of pedestrians use this corridor as is evident from the intersection counts. Due to this, the sense of security of the sidewalk and pedestrian connection is very safe, level of service A. Based on this evaluation criteria, it is believed that the project meets the minimum requirements for pedestrian level of service with this project. Bicycle Analysis Bicycle level of service standards are based on connectivity to various bike facilities in connecting corridors. Bicycle corridors may contain either on-street lanes, off-street paths, or on-street routes, with on-street routes preferred providing this safer and more direct connectivity. On-street bicycle lanes exist along both sides of Elizabeth Street between Taft Hill Road and Shields Street, and most importantly, the Hub and CSU. Therefore, excellent bike connectivity between King Soopers retail center on the southwest corner of Elizabeth Street/Taft Hill Road signalized intersection and Colorado State University along the east side of Shields Street exists. In addition, on-street bicycle lanes are present along City Park Avenue. Based on this, the site is directly connected as it is connected immediately adjacent to the project sit and is readily accessible. Therefore, the bicycle analysis demonstrates that LOS A exists for this project. Transit Analysis Transit level of service standards have been developed to plan for a well-connected intermodal transportation system. The transit service is developed so that it is frequent, reliable, and accessible. Both Elizabeth Street and Shields Street are identified as High Frequency Transit roadways. With service provided from numerous Transfort routes. Routes 2 and 3 both travel along Elizabeth Street adjacent to The Hub. These provide connections to the CSU Transit Center (CTC). In addition, Shields Street includes Routes 2, 7, and 19 through the Elizabeth Street and Shields Street intersection. Route 7 connects through the CTC, while Route 19 connects the CTC to the South Transit Center (STC). For the routes traveling along Elizabeth Street, a transit stop is located along the south side of Elizabeth Street, just east of City Park Avenue (approximately 250 feet east of City Park Avenue and 660 feet from The Hub). Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 32 Route 2, CTC-Prospect-Overland-Elizabeth provides service along eastbound Elizabeth Street from Monday through Saturday, all year long. The buses travel on 30 minute headways currently and arrive at the eastbound transit stop along the south side of Elizabeth Street, east of City Park at the top of the hour and 30 minutes’ past from 6:30 am to 10:00 pm. From this stop, it is approximately a 10-minute ride to the CTC. Route 3, CTC-Plum-Elizabeth-King Soopers provides service along westbound Elizabeth Street adjacent to the project site. It provides access to King Soopers on the southwest corner of the Elizabeth Street and Taft Hill Road. The westbound stop is located approximate 50 feet west of the Elizabeth Street and City Park Avenue intersection. This route has 15-minute headways and travels through the stop at the top of the hour, 15 minutes’ past, 30 minutes’ past, and 45 minutes’ past between 7:00 am and 6:00 pm, Monday through Saturday. The transit stop along southbound Shields Street is located just south of the Elizabeth Street/Shields Street signalized intersection. As discussed, adequate and acceptable pedestrian and bicycle connections along Elizabeth Street to connect The Hub to Shields Street. Based on the transit connections and availability, the transit level of service for this project is anticipated to be LOS A. In summary, the multimodal analysis provided for this project identifies that acceptable operations will result to meet City of Fort Collins APF standards for the CSU Pedestrian District. Based on the results of the level of service operational analysis and turn lane analysis, recommended lane configurations and control of the study area intersections are shown in Figures 13 and 14 for the 2018 and 2035 horizons, respectively. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 35 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Horn believes the proposed The Hub will be successfully incorporated into the existing and future roadway network. The proposed project development and expected traffic volumes resulted in the following recommendations/ conclusions: · The proposed access for The Hub student housing and retail redevelopment project is proposed to be located from a new full movement access, located along Elizabeth Street approximately 575 feet west of City Park Avenue. It is recommended that the northbound exiting access approach to Elizabeth Street operate with stop control with the installation of a R1-1 “STOP” sign installed. It is believed that a single northbound approach lane from the driveway access will be appropriate to provide acceptable operations. · As identified in the City of Fort Collins West Elizabeth Corridor Plan, it is understood that the City of Fort Collins plans to remove the split traffic signal phasing at the Elizabeth Street and Shields Street intersection. With this, the City plans that the eastbound approach consists of dual left turn lanes with a single receiving through lane westbound. When these dual left turn lanes are implemented, the eastbound dual left turn lanes should operate with protected only phasing while the westbound left turn operate with protected-permissive phasing. It is important to note that the need for these improvements are independent and not related to The Hub project. · With the removal of split phasing and the addition of eastbound dual left turn lanes at the Elizabeth Street and Shields Street intersection, the left turn lanes may need to be constructed/designated to accommodate lengths of 200 feet for the eastbound dual left turn lanes, 100 feet for the westbound left turn lane, and 450 feet for the northbound left turn lane. However, due to the location of the University Avenue/Shields Street intersection to the south, it is believed that the maximum northbound left turn lane possible is 350 feet for this northbound approach. · It is understood that the City of Fort Collins is considering reducing the through lane capacity along Elizabeth Street in the project study area. In the near term build out horizon of the Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 36 project in 2018, a reduction with Elizabeth Street providing a single through lane in each direction would operate acceptably. However, it was found that unacceptable intersection level of service would result at the Elizabeth Street/City Park Avenue signalized intersection in 2035 if the future projected traffic volume is realized and Elizabeth Street is reduced to a single through lane in each direction. Therefore, if this reduction in vehicle capacity is implemented, the City of Fort Collins should continue to monitor traffic volumes into the future to determine if and when the additional through lane may need to be added back in along Elizabeth Street. · If traffic volumes grow at the same rate of anticipated student population growth, additional improvements may be needed at the Elizabeth Street and Shields Street intersection by 2035. It was found that Shields Street may need additional through lane capacity and be a six-lane roadway. The northbound approach may also need dual protected left turn lanes while the southbound right turn may need to operate with protected-permissive overlap phasing. Of course, if these traffic volumes are realized, significant intersection and roadway improvements would be needed. It is recommended that the City of Fort Collins monitor traffic conditions at this intersection in the future to determine if and when any improvements are needed. · All off-site and on-site improvements should be incorporated into the Civil Drawings, and conform to standards of the City of Fort Collins, Institute of Transportation Engineers (ITE), and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition. Kimley-Horn and Associates, Inc. 168450001 – The Hub APPENDICES Kimley-Horn and Associates, Inc. 168450001 – The Hub APPENDIX A TIS Base Assumptions Kimley-Horn and Associates, Inc. 168450001 – The Hub APPENDIX B Intersection Count Sheets File Name : ElizabethCityParkAM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 1 Fort Collins, CO CORE Fort Collins AM Peak Elizabeth St and City Park Ave Groups Printed- Auto Elizabeth St Eastbound Elizabeth St Westbound City Park Ave Northbound City Park 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 07:00 AM 10 39 4 53 4 30 4 38 1 4 8 13 7 3 5 15 119 07:15 AM 8 57 7 72 8 29 12 49 4 6 7 17 7 7 8 22 160 07:30 AM 8 87 22 117 5 32 7 44 4 9 6 19 12 8 6 26 206 07:45 AM 8 146 29 183 4 39 17 60 6 14 18 38 16 9 6 31 312 Total 34 329 62 425 21 130 40 191 15 33 39 87 42 27 25 94 797 08:00 AM 14 110 14 138 5 52 0 57 5 15 13 33 11 6 5 22 250 08:15 AM 13 91 19 123 6 42 19 67 3 5 8 16 9 11 5 25 231 08:30 AM 12 131 28 171 10 42 12 64 14 10 22 46 11 14 6 31 312 08:45 AM 11 111 16 138 9 45 12 66 11 15 27 53 18 17 8 43 300 Total 50 443 77 570 30 181 43 254 33 45 70 148 49 48 24 121 1093 Grand Total 84 772 139 995 51 311 83 445 48 78 109 235 91 75 49 215 1890 Apprch % 8.4 77.6 14 11.5 69.9 18.7 20.4 33.2 46.4 42.3 34.9 22.8 Total % 4.4 40.8 7.4 52.6 2.7 16.5 4.4 23.5 2.5 4.1 5.8 12.4 4.8 4 2.6 11.4 Morrison, CO 80465 File Name : ElizabethCityParkAM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 2 Fort Collins, CO CORE Fort Collins AM Peak Elizabeth St and City Park Ave City Park Ave Elizabeth St Elizabeth St City Park Ave Right 49 Thru 75 Left 91 Out In Total 245 215 460 Right 83 Thru 311 Left 51 Out InTotal 972 445 1417 Left 48 Thru 78 Right 109 Out In Total 265 235 500 Left 84 Thru 772 Right 139 OutTotal In 408 995 1403 10/19/2016 07:00 AM 10/19/2016 08:45 AM Auto North Morrison, CO 80465 File Name : ElizabethCityParkAM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 3 Fort Collins, CO CORE Fort Collins AM Peak Elizabeth St and City Park Ave Elizabeth St Eastbound Elizabeth St Westbound City Park Ave Northbound City Park 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 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 8 146 29 183 4 39 17 60 6 14 18 38 16 9 6 31 312 08:00 AM 14 110 14 138 5 52 0 57 5 15 13 33 11 6 5 22 250 08:15 AM 13 91 19 123 6 42 19 67 3 5 8 16 9 11 5 25 231 08:30 AM 12 131 28 171 10 42 12 64 14 10 22 46 11 14 6 31 312 Total Volume 47 478 90 615 25 175 48 248 28 44 61 133 47 40 22 109 1105 % App. Total 7.6 77.7 14.6 10.1 70.6 19.4 21.1 33.1 45.9 43.1 36.7 20.2 PHF .839 .818 .776 .840 .625 .841 .632 .925 .500 .733 .693 .723 .734 .714 .917 .879 .885 City Park Ave Elizabeth St Elizabeth St City Park Ave Right 22 Thru 40 Left 47 Out In Total 139 109 248 Right 48 Thru 175 Left 25 Out InTotal 586 248 834 Left 28 Thru 44 Right 61 Out In Total 155 133 288 Left File Name : ElizabethCityParkPM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 1 Fort Collins, CO CORE Fort Collins PM Peak Elizabeth St and City Park Ave Groups Printed- Auto Elizabeth St Eastbound Elizabeth St Westbound City Park Ave Northbound City Park 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 04:00 PM 15 114 28 157 13 111 12 136 32 38 33 103 10 19 23 52 448 04:15 PM 16 99 14 129 17 127 18 162 23 28 17 68 9 16 14 39 398 04:30 PM 13 106 21 140 11 95 25 131 19 22 22 63 22 20 10 52 386 04:45 PM 12 141 16 169 18 125 28 171 22 30 26 78 18 25 21 64 482 Total 56 460 79 595 59 458 83 600 96 118 98 312 59 80 68 207 1714 05:00 PM 18 127 24 169 16 110 17 143 25 29 12 66 19 20 15 54 432 05:15 PM 18 99 23 140 21 130 23 174 30 26 25 81 19 35 18 72 467 05:30 PM 26 110 13 149 26 118 25 169 26 31 23 80 14 25 18 57 455 05:45 PM 15 123 25 163 23 133 24 180 32 26 25 83 22 26 16 64 490 Total 77 459 85 621 86 491 89 666 113 112 85 310 74 106 67 247 1844 Grand Total 133 919 164 1216 145 949 172 1266 209 230 183 622 133 186 135 454 3558 Apprch % 10.9 75.6 13.5 11.5 75 13.6 33.6 37 29.4 29.3 41 29.7 Total % 3.7 25.8 4.6 34.2 4.1 26.7 4.8 35.6 5.9 6.5 5.1 17.5 3.7 5.2 3.8 12.8 Morrison, CO 80465 File Name : ElizabethCityParkPM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 2 Fort Collins, CO CORE Fort Collins PM Peak Elizabeth St and City Park Ave City Park Ave Elizabeth St Elizabeth St City Park Ave Right 135 Thru 186 Left 133 Out In Total 535 454 989 Right 172 Thru 949 Left 145 Out In Total 1235 1266 2501 Left 209 Thru 230 Right 183 Out In Total 495 622 1117 Left 133 Thru 919 Right 164 Out In Total 1293 1216 2509 10/19/2016 04:00 PM 10/19/2016 05:45 PM Auto North Morrison, CO 80465 File Name : ElizabethCityParkPM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 3 Fort Collins, CO CORE Fort Collins PM Peak Elizabeth St and City Park Ave Elizabeth St Eastbound Elizabeth St Westbound City Park Ave Northbound City Park 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 18 127 24 169 16 110 17 143 25 29 12 66 19 20 15 54 432 05:15 PM 18 99 23 140 21 130 23 174 30 26 25 81 19 35 18 72 467 05:30 PM 26 110 13 149 26 118 25 169 26 31 23 80 14 25 18 57 455 05:45 PM 15 123 25 163 23 133 24 180 32 26 25 83 22 26 16 64 490 Total Volume 77 459 85 621 86 491 89 666 113 112 85 310 74 106 67 247 1844 % App. Total 12.4 73.9 13.7 12.9 73.7 13.4 36.5 36.1 27.4 30 42.9 27.1 PHF .740 .904 .850 .919 .827 .923 .890 .925 .883 .903 .850 .934 .841 .757 .931 .858 .941 City Park Ave Elizabeth St Elizabeth St City Park Ave Right 67 Thru 106 Left 74 Out In Total 278 247 525 Right 89 Thru 491 Left 86 Out In Total 618 666 1284 Left 113 Thru 112 Right 85 Out In Total File Name : ElizabethCityParkAM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 1 Fort Collins, CO CORE Fort Collins AM Peak Peds and Bikes Elizabeth St and City Park Ave Groups Printed- Pedestrian/Bicycle Elizabeth St Eastbound Elizabeth St Westbound City Park Ave Northbound City Park Ave Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 3 0 1 4 0 3 0 3 6 0 1 3 3 7 0 0 0 0 0 17 07:15 AM 0 9 0 3 12 0 1 0 1 2 0 1 2 0 3 0 0 0 1 1 18 07:30 AM 0 19 0 7 26 1 1 1 5 8 0 0 0 4 4 0 0 0 12 12 50 07:45 AM 0 48 1 4 53 0 2 0 5 7 0 2 14 6 22 0 0 0 5 5 87 Total 0 79 1 15 95 1 7 1 14 23 0 4 19 13 36 0 0 0 18 18 172 08:00 AM 0 18 1 6 25 0 2 0 4 6 0 1 8 1 10 0 1 0 3 4 45 08:15 AM 0 20 0 2 22 0 0 0 5 5 0 0 3 6 9 1 2 1 4 8 44 08:30 AM 0 32 0 8 40 0 2 0 6 8 0 0 9 6 15 0 3 0 5 8 71 08:45 AM 1 66 1 6 74 0 1 0 2 3 0 1 12 3 16 4 1 0 3 8 101 Total 1 136 2 22 161 0 5 0 17 22 0 2 32 16 50 5 7 1 15 28 261 Grand Total 1 215 3 37 256 1 12 1 31 45 0 6 51 29 86 5 7 1 33 46 433 Apprch % 0.4 84 1.2 14.5 2.2 26.7 2.2 68.9 0 7 59.3 33.7 10.9 15.2 2.2 71.7 Total % 0.2 49.7 0.7 8.5 59.1 0.2 2.8 0.2 7.2 10.4 0 1.4 11.8 6.7 19.9 1.2 1.6 0.2 7.6 10.6 Morrison, CO 80465 File Name : ElizabethCityParkAM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 2 Fort Collins, CO CORE Fort Collins AM Peak Peds and Bikes Elizabeth St and City Park Ave City Park Ave Elizabeth St Elizabeth St City Park Ave Right 1 Thru 7 Left 5 Peds 33 Out In Total 8 46 54 Right 1 Thru 12 Left 1 Peds 31 Out In Total 271 45 316 Left 0 Thru 6 Right 51 Peds 29 Out In Total 11 86 97 Left 1 Thru 215 Right 3 Peds 37 Out In Total 13 256 269 10/19/2016 07:00 AM 10/19/2016 08:45 AM Pedestrian/Bicycle North Morrison, CO 80465 File Name : ElizabethCityParkAM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 3 Fort Collins, CO CORE Fort Collins AM Peak Peds and Bikes Elizabeth St and City Park Ave Elizabeth St Eastbound Elizabeth St Westbound City Park Ave Northbound City Park Ave Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 18 1 6 25 0 2 0 4 6 0 1 8 1 10 0 1 0 3 4 45 08:15 AM 0 20 0 2 22 0 0 0 5 5 0 0 3 6 9 1 2 1 4 8 44 08:30 AM 0 32 0 8 40 0 2 0 6 8 0 0 9 6 15 0 3 0 5 8 71 08:45 AM 1 66 1 6 74 0 1 0 2 3 0 1 12 3 16 4 1 0 3 8 101 Total Volume 1 136 2 22 161 0 5 0 17 22 0 2 32 16 50 5 7 1 15 28 261 % App. Total 0.6 84.5 1.2 13.7 0 22.7 0 77.3 0 4 64 32 17.9 25 3.6 53.6 PHF .250 .515 .500 .688 .544 .000 .625 .000 .708 .688 .000 .500 .667 .667 .781 .313 .583 .250 .750 .875 .646 City Park Ave Elizabeth St Elizabeth St City Park Ave Right 1 Thru 7 Left 5 Peds 15 Out In Total 3 28 31 Right 0 Thru 5 Left 0 Peds File Name : ElizabethCityParkPM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 1 Fort Collins, CO CORE Fort Collins PM Peak Peds and Bikes Elizabeth St and City Park Ave Groups Printed- Pedestrian/Bicycle Elizabeth St Eastbound Elizabeth St Westbound City Park Ave Northbound City Park Ave Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 04:00 PM 0 5 0 16 21 3 32 0 7 42 0 3 2 8 13 0 3 0 16 19 95 04:15 PM 1 0 0 9 10 1 13 3 5 22 0 1 2 15 18 0 2 0 10 12 62 04:30 PM 0 4 2 20 26 1 18 0 7 26 0 1 2 9 12 0 0 0 8 8 72 04:45 PM 0 2 0 7 9 3 11 2 5 21 0 1 0 8 9 0 0 0 7 7 46 Total 1 11 2 52 66 8 74 5 24 111 0 6 6 40 52 0 5 0 41 46 275 05:00 PM 0 6 0 3 9 6 43 1 10 60 0 0 2 7 9 0 4 0 5 9 87 05:15 PM 0 8 0 8 16 3 25 2 1 31 0 0 0 9 9 0 1 1 12 14 70 05:30 PM 0 2 0 11 13 3 16 1 2 22 0 2 0 7 9 1 2 0 8 11 55 05:45 PM 1 3 0 8 12 4 19 0 6 29 0 3 0 10 13 0 2 0 17 19 73 Total 1 19 0 30 50 16 103 4 19 142 0 5 2 33 40 1 9 1 42 53 285 Grand Total 2 30 2 82 116 24 177 9 43 253 0 11 8 73 92 1 14 1 83 99 560 Apprch % 1.7 25.9 1.7 70.7 9.5 70 3.6 17 0 12 8.7 79.3 1 14.1 1 83.8 Total % 0.4 5.4 0.4 14.6 20.7 4.3 31.6 1.6 7.7 45.2 0 2 1.4 13 16.4 0.2 2.5 0.2 14.8 17.7 Morrison, CO 80465 File Name : ElizabethCityParkPM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 2 Fort Collins, CO CORE Fort Collins PM Peak Peds and Bikes Elizabeth St and City Park Ave City Park Ave Elizabeth St Elizabeth St City Park Ave Right 1 Thru 14 Left 1 Peds 83 Out In Total 22 99 121 Right 9 Thru 177 Left 24 Peds 43 Out In Total 39 253 292 Left 0 Thru 11 Right 8 Peds 73 Out In Total 40 92 132 Left 2 Thru 30 Right 2 Peds 82 Out In Total 178 116 294 10/19/2016 04:00 PM 10/19/2016 05:45 PM Pedestrian/Bicycle North Morrison, CO 80465 File Name : ElizabethCityParkPM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 3 Fort Collins, CO CORE Fort Collins PM Peak Peds and Bikes Elizabeth St and City Park Ave Elizabeth St Eastbound Elizabeth St Westbound City Park Ave Northbound City Park Ave Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 6 0 3 9 6 43 1 10 60 0 0 2 7 9 0 4 0 5 9 87 05:15 PM 0 8 0 8 16 3 25 2 1 31 0 0 0 9 9 0 1 1 12 14 70 05:30 PM 0 2 0 11 13 3 16 1 2 22 0 2 0 7 9 1 2 0 8 11 55 05:45 PM 1 3 0 8 12 4 19 0 6 29 0 3 0 10 13 0 2 0 17 19 73 Total Volume 1 19 0 30 50 16 103 4 19 142 0 5 2 33 40 1 9 1 42 53 285 % App. Total 2 38 0 60 11.3 72.5 2.8 13.4 0 12.5 5 82.5 1.9 17 1.9 79.2 PHF .250 .594 .000 .682 .781 .667 .599 .500 .475 .592 .000 .417 .250 .825 .769 .250 .563 .250 .618 .697 .819 City Park Ave Elizabeth St Elizabeth St City Park Ave Right 1 Thru 9 Left 1 Peds 42 Out In Total 10 53 63 Right 4 Thru 103 Left 16 Peds 19 File Name : ElizabethPrivateAccessAM Site Code : IPO 193 Start Date : 10/27/2016 Page No : 1 Fort Collins, CO CORE Fort Collins AM Peak Elizabeth St and Private Access Groups Printed- Auto Elizabeth St Eastbound Elizabeth St Westbound Private Access (Taco Bell) Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 65 1 66 0 27 27 0 1 1 94 07:15 AM 77 2 79 1 27 28 1 1 2 109 07:30 AM 123 1 124 0 45 45 0 1 1 170 07:45 AM 164 3 167 1 56 57 0 2 2 226 Total 429 7 436 2 155 157 1 5 6 599 08:00 AM 116 1 117 2 55 57 1 5 6 180 08:15 AM 101 2 103 0 57 57 0 2 2 162 08:30 AM 121 0 121 1 59 60 0 2 2 183 08:45 AM 121 3 124 0 66 66 0 1 1 191 Total 459 6 465 3 237 240 1 10 11 716 Grand Total 888 13 901 5 392 397 2 15 17 1315 Apprch % 98.6 1.4 1.3 98.7 11.8 88.2 Total % 67.5 1 68.5 0.4 29.8 30.2 0.2 1.1 1.3 Morrison, CO 80465 File Name : ElizabethPrivateAccessAM Site Code : IPO 193 Start Date : 10/27/2016 Page No : 2 Fort Collins, CO CORE Fort Collins AM Peak Elizabeth St and Private Access Elizabeth St Elizabeth St Private Access (Taco Bell) Thru 392 Left 5 Out InTotal 903 397 1300 Left 2 Right 15 Out In Total 18 17 35 Thru 888 Right 13 OutTotal In 394 901 1295 10/27/2016 07:00 AM 10/27/2016 08:45 AM Auto North Morrison, CO 80465 File Name : ElizabethPrivateAccessAM Site Code : IPO 193 Start Date : 10/27/2016 Page No : 3 Fort Collins, CO CORE Fort Collins AM Peak Elizabeth St and Private Access Elizabeth St Eastbound Elizabeth St Westbound Private Access (Taco Bell) Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 164 3 167 1 56 57 0 2 2 226 08:00 AM 116 1 117 2 55 57 1 5 6 180 08:15 AM 101 2 103 0 57 57 0 2 2 162 08:30 AM 121 0 121 1 59 60 0 2 2 183 Total Volume 502 6 508 4 227 231 1 11 12 751 % App. Total 98.8 1.2 1.7 98.3 8.3 91.7 PHF .765 .500 .760 .500 .962 .963 .250 .550 .500 .831 Elizabeth St Elizabeth St Private Access (Taco Bell) Thru 227 Left 4 Out In Total 513 231 744 Left 1 Right 11 Out In Total 10 12 22 Thru 502 Right 6 Out In Total 228 508 736 Peak Hour Begins at 07:45 AM Auto Peak Hour Data North Morrison, CO 80465 File Name : ElizabethPrivateAccessPM Site Code : IPO 193 Start Date : 10/27/2016 Page No : 1 Fort Collins, CO CORE Fort Collins PM Peak Elizabeth St and Private Access Groups Printed- Auto Elizabeth St Eastbound Elizabeth St Westbound Private Access (Taco Bell) Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 107 2 109 5 129 134 3 5 8 251 04:15 PM 127 8 135 5 141 146 4 10 14 295 04:30 PM 158 8 166 6 154 160 7 3 10 336 04:45 PM 149 2 151 5 160 165 5 6 11 327 Total 541 20 561 21 584 605 19 24 43 1209 05:00 PM 136 3 139 6 165 171 3 3 6 316 05:15 PM 134 5 139 7 134 141 10 7 17 297 05:30 PM 148 4 152 6 174 180 4 6 10 342 05:45 PM 172 7 179 6 157 163 5 8 13 355 Total 590 19 609 25 630 655 22 24 46 1310 Grand Total 1131 39 1170 46 1214 1260 41 48 89 2519 Apprch % 96.7 3.3 3.7 96.3 46.1 53.9 Total % 44.9 1.5 46.4 1.8 48.2 50 1.6 1.9 3.5 Morrison, CO 80465 File Name : ElizabethPrivateAccessPM Site Code : IPO 193 Start Date : 10/27/2016 Page No : 2 Fort Collins, CO CORE Fort Collins PM Peak Elizabeth St and Private Access Elizabeth St Elizabeth St Private Access (Taco Bell) Thru 1214 Left 46 Out In Total 1179 1260 2439 Left 41 Right 48 Out In Total 85 89 174 Thru 1131 Right 39 Out In Total 1255 1170 2425 10/27/2016 04:00 PM 10/27/2016 05:45 PM Auto North Morrison, CO 80465 File Name : ElizabethPrivateAccessPM Site Code : IPO 193 Start Date : 10/27/2016 Page No : 3 Fort Collins, CO CORE Fort Collins PM Peak Elizabeth St and Private Access Elizabeth St Eastbound Elizabeth St Westbound Private Access (Taco Bell) Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 136 3 139 6 165 171 3 3 6 316 05:15 PM 134 5 139 7 134 141 10 7 17 297 05:30 PM 148 4 152 6 174 180 4 6 10 342 05:45 PM 172 7 179 6 157 163 5 8 13 355 Total Volume 590 19 609 25 630 655 22 24 46 1310 % App. Total 96.9 3.1 3.8 96.2 47.8 52.2 PHF .858 .679 .851 .893 .905 .910 .550 .750 .676 .923 Elizabeth St Elizabeth St Private Access (Taco Bell) Thru 630 Left 25 Out In Total 614 655 1269 Left 22 Right 24 Out In Total 44 46 90 Thru 590 Right 19 Out In Total 652 609 1261 Peak Hour Begins at 05:00 PM Auto Peak Hour Data North Morrison, CO 80465 File Name : ElizabethPrivateAccessAM PedsBikes Site Code : IPO 193 Start Date : 10/27/2016 Page No : 1 Fort Collins, CO CORE Fort Collins AM Peak Peds and Bikes Elizabeth St and Private Access Groups Printed- Pedestrian/Bicycle Elizabeth St Eastbound Elizabeth St Westbound Private Access (Taco Bell) Northbound Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total 07:00 AM 10 0 1 11 0 2 0 2 0 0 0 0 13 07:15 AM 11 0 1 12 0 2 0 2 0 1 0 1 15 07:30 AM 31 0 5 36 0 4 0 4 0 0 0 0 40 07:45 AM 48 1 3 52 0 1 0 1 0 2 0 2 55 Total 100 1 10 111 0 9 0 9 0 3 0 3 123 08:00 AM 20 0 1 21 0 2 0 2 0 0 0 0 23 08:15 AM 16 0 0 16 0 0 0 0 0 0 0 0 16 08:30 AM 31 0 4 35 0 0 0 0 0 0 0 0 35 08:45 AM 39 0 5 44 1 2 0 3 0 0 0 0 47 Total 106 0 10 116 1 4 0 5 0 0 0 0 121 Grand Total 206 1 20 227 1 13 0 14 0 3 0 3 244 Apprch % 90.7 0.4 8.8 7.1 92.9 0 0 100 0 Total % 84.4 0.4 8.2 93 0.4 5.3 0 5.7 0 1.2 0 1.2 Morrison, CO 80465 File Name : ElizabethPrivateAccessAM PedsBikes Site Code : IPO 193 Start Date : 10/27/2016 Page No : 2 Fort Collins, CO CORE Fort Collins AM Peak Peds and Bikes Elizabeth St and Private Access Elizabeth St Elizabeth St Private Access (Taco Bell) Thru 13 Left 1 Peds 0 Out In Total 209 14 223 Left 0 Right 3 Peds 0 Out In Total 2 3 5 Thru 206 Right 1 Peds 20 Out In Total 13 227 240 10/27/2016 07:00 AM 10/27/2016 08:45 AM Pedestrian/Bicycle North Morrison, CO 80465 File Name : ElizabethPrivateAccessAM PedsBikes Site Code : IPO 193 Start Date : 10/27/2016 Page No : 3 Fort Collins, CO CORE Fort Collins AM Peak Peds and Bikes Elizabeth St and Private Access Elizabeth St Eastbound Elizabeth St Westbound Private Access (Taco Bell) Northbound Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 31 0 5 36 0 4 0 4 0 0 0 0 40 07:45 AM 48 1 3 52 0 1 0 1 0 2 0 2 55 08:00 AM 20 0 1 21 0 2 0 2 0 0 0 0 23 08:15 AM 16 0 0 16 0 0 0 0 0 0 0 0 16 Total Volume 115 1 9 125 0 7 0 7 0 2 0 2 134 % App. Total 92 0.8 7.2 0 100 0 0 100 0 PHF .599 .250 .450 .601 .000 .438 .000 .438 .000 .250 .000 .250 .609 Elizabeth St Elizabeth St Private Access (Taco Bell) Thru 7 Left 0 Peds 0 Out In Total 117 7 124 Left 0 Right 2 Peds 0 Out In Total 1 2 3 Thru 115 Right 1 Peds 9 Out In Total 7 125 132 Peak Hour Begins at 07:30 AM Pedestrian/Bicycle Peak Hour Data North Morrison, CO 80465 File Name : ElizabethPrivateAccessPM PedsBikes Site Code : IPO 193 Start Date : 10/27/2016 Page No : 1 Fort Collins, CO CORE Fort Collins PM Peak Peds and Bikes Elizabeth St and Private Access Groups Printed- Pedestrian/Bicycle Elizabeth St Eastbound Elizabeth St Westbound Private Access (Taco Bell) Northbound Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total 04:00 PM 11 0 11 22 1 15 0 16 0 0 0 0 38 04:15 PM 2 1 3 6 1 19 0 20 0 1 0 1 27 04:30 PM 5 1 2 8 0 22 0 22 0 1 0 1 31 04:45 PM 4 0 1 5 1 38 0 39 0 0 0 0 44 Total 22 2 17 41 3 94 0 97 0 2 0 2 140 05:00 PM 9 0 2 11 0 22 0 22 0 2 0 2 35 05:15 PM 2 0 2 4 0 14 0 14 0 0 0 0 18 05:30 PM 5 0 5 10 0 20 0 20 0 0 0 0 30 05:45 PM 11 0 8 19 0 14 0 14 0 0 0 0 33 Total 27 0 17 44 0 70 0 70 0 2 0 2 116 Grand Total 49 2 34 85 3 164 0 167 0 4 0 4 256 Apprch % 57.6 2.4 40 1.8 98.2 0 0 100 0 Total % 19.1 0.8 13.3 33.2 1.2 64.1 0 65.2 0 1.6 0 1.6 Morrison, CO 80465 File Name : ElizabethPrivateAccessPM PedsBikes Site Code : IPO 193 Start Date : 10/27/2016 Page No : 2 Fort Collins, CO CORE Fort Collins PM Peak Peds and Bikes Elizabeth St and Private Access Elizabeth St Elizabeth St Private Access (Taco Bell) Thru 164 Left 3 Peds 0 Out In Total 53 167 220 Left 0 Right 4 Peds 0 Out In Total 5 4 9 Thru 49 Right 2 Peds 34 Out In Total 164 85 249 10/27/2016 04:00 PM 10/27/2016 05:45 PM Pedestrian/Bicycle North Morrison, CO 80465 File Name : ElizabethPrivateAccessPM PedsBikes Site Code : IPO 193 Start Date : 10/27/2016 Page No : 3 Fort Collins, CO CORE Fort Collins PM Peak Peds and Bikes Elizabeth St and Private Access Elizabeth St Eastbound Elizabeth St Westbound Private Access (Taco Bell) Northbound Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 11 0 11 22 1 15 0 16 0 0 0 0 38 04:15 PM 2 1 3 6 1 19 0 20 0 1 0 1 27 04:30 PM 5 1 2 8 0 22 0 22 0 1 0 1 31 04:45 PM 4 0 1 5 1 38 0 39 0 0 0 0 44 Total Volume 22 2 17 41 3 94 0 97 0 2 0 2 140 % App. Total 53.7 4.9 41.5 3.1 96.9 0 0 100 0 PHF .500 .500 .386 .466 .750 .618 .000 .622 .000 .500 .000 .500 .795 Elizabeth St Elizabeth St Private Access (Taco Bell) Thru 94 Left 3 Peds 0 Out In Total 24 97 121 Left 0 Right 2 Peds 0 Out In Total 5 2 7 Thru 22 Right 2 Peds 17 Out In Total 94 41 135 Peak Hour Begins at 04:00 PM Pedestrian/Bicycle Peak Hour Data North Morrison, CO 80465 File Name : ElizabethShieldsAM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 1 Fort Collins, CO CORE Fort Collins AM Peak Elizabeth St and Shields St Groups Printed- Auto Elizabeth St Eastbound Elizabeth St 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 07:00 AM 26 1 24 51 5 6 1 12 16 112 10 138 0 104 14 118 319 07:15 AM 39 5 26 70 6 7 4 17 18 161 9 188 2 144 22 168 443 07:30 AM 55 8 48 111 10 1 0 11 25 226 23 274 5 180 29 214 610 07:45 AM 102 13 76 191 9 0 0 9 28 285 29 342 3 197 31 231 773 Total 222 27 174 423 30 14 5 49 87 784 71 942 10 625 96 731 2145 08:00 AM 65 5 42 112 3 1 4 8 29 200 16 245 2 183 30 215 580 08:15 AM 63 9 55 127 3 0 1 4 27 190 34 251 0 160 23 183 565 08:30 AM 68 24 85 177 7 4 2 13 22 185 34 241 0 192 35 227 658 08:45 AM 68 14 71 153 4 2 2 8 43 239 21 303 6 201 32 239 703 Total 264 52 253 569 17 7 9 33 121 814 105 1040 8 736 120 864 2506 Grand Total 486 79 427 992 47 21 14 82 208 1598 176 1982 18 1361 216 1595 4651 Apprch % 49 8 43 57.3 25.6 17.1 10.5 80.6 8.9 1.1 85.3 13.5 Total % 10.4 1.7 9.2 21.3 1 0.5 0.3 1.8 4.5 34.4 3.8 42.6 0.4 29.3 4.6 34.3 Morrison, CO 80465 File Name : ElizabethShieldsAM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 2 Fort Collins, CO CORE Fort Collins AM Peak Elizabeth St and Shields St Shields St Elizabeth St Elizabeth St Shields St Right 216 Thru 1361 Left 18 Out In Total 2098 1595 3693 Right 14 Thru 21 Left 47 Out InTotal 273 82 355 Left 208 Thru 1598 Right 176 Out In Total 1835 1982 3817 Left 486 Thru 79 Right 427 OutTotal In 445 992 1437 10/19/2016 07:00 AM 10/19/2016 08:45 AM Auto North Morrison, CO 80465 File Name : ElizabethShieldsAM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 3 Fort Collins, CO CORE Fort Collins AM Peak Elizabeth St and Shields St Elizabeth St Eastbound Elizabeth St 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 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 102 13 76 191 9 0 0 9 28 285 29 342 3 197 31 231 773 08:00 AM 65 5 42 112 3 1 4 8 29 200 16 245 2 183 30 215 580 08:15 AM 63 9 55 127 3 0 1 4 27 190 34 251 0 160 23 183 565 08:30 AM 68 24 85 177 7 4 2 13 22 185 34 241 0 192 35 227 658 Total Volume 298 51 258 607 22 5 7 34 106 860 113 1079 5 732 119 856 2576 % App. Total 49.1 8.4 42.5 64.7 14.7 20.6 9.8 79.7 10.5 0.6 85.5 13.9 PHF .730 .531 .759 .795 .611 .313 .438 .654 .914 .754 .831 .789 .417 .929 .850 .926 .833 Shields St Elizabeth St Elizabeth St Shields St Right 119 Thru 732 Left 5 Out In Total 1165 856 2021 Right 7 Thru 5 Left 22 Out InTotal 169 34 203 Left 106 Thru 860 Right 113 Out In Total 1012 1079 2091 File Name : ElizabethShieldsPM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 1 Fort Collins, CO CORE Fort Collins PM Peak Elizabeth St and Shields St Groups Printed- Auto Elizabeth St Eastbound Elizabeth St 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 04:00 PM 70 5 81 156 14 11 5 30 68 306 8 382 2 276 81 359 927 04:15 PM 67 5 69 141 13 8 1 22 85 271 13 369 2 239 65 306 838 04:30 PM 65 5 80 150 18 4 2 24 71 260 16 347 1 276 86 363 884 04:45 PM 88 17 91 196 22 6 1 29 76 260 19 355 3 236 84 323 903 Total 290 32 321 643 67 29 9 105 300 1097 56 1453 8 1027 316 1351 3552 05:00 PM 65 9 72 146 24 11 3 38 66 303 12 381 1 285 87 373 938 05:15 PM 88 6 74 168 14 13 3 30 86 261 19 366 3 252 105 360 924 05:30 PM 65 5 73 143 22 10 0 32 68 313 14 395 1 277 84 362 932 05:45 PM 78 10 107 195 24 11 4 39 81 298 20 399 1 261 86 348 981 Total 296 30 326 652 84 45 10 139 301 1175 65 1541 6 1075 362 1443 3775 Grand Total 586 62 647 1295 151 74 19 244 601 2272 121 2994 14 2102 678 2794 7327 Apprch % 45.3 4.8 50 61.9 30.3 7.8 20.1 75.9 4 0.5 75.2 24.3 Total % 8 0.8 8.8 17.7 2.1 1 0.3 3.3 8.2 31 1.7 40.9 0.2 28.7 9.3 38.1 Morrison, CO 80465 File Name : ElizabethShieldsPM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 2 Fort Collins, CO CORE Fort Collins PM Peak Elizabeth St and Shields St Shields St Elizabeth St Elizabeth St Shields St Right 678 Thru 2102 Left 14 Out In Total 2877 2794 5671 Right 19 Thru 74 Left 151 Out In Total 197 244 441 Left 601 Thru 2272 Right 121 Out In Total 2900 2994 5894 Left 586 Thru 62 Right 647 Out In Total 1353 1295 2648 10/19/2016 04:00 PM 10/19/2016 05:45 PM Auto North Morrison, CO 80465 File Name : ElizabethShieldsPM Site Code : IPO 193 Start Date : 10/19/2016 Page No : 3 Fort Collins, CO CORE Fort Collins PM Peak Elizabeth St and Shields St Elizabeth St Eastbound Elizabeth St 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 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 65 9 72 146 24 11 3 38 66 303 12 381 1 285 87 373 938 05:15 PM 88 6 74 168 14 13 3 30 86 261 19 366 3 252 105 360 924 05:30 PM 65 5 73 143 22 10 0 32 68 313 14 395 1 277 84 362 932 05:45 PM 78 10 107 195 24 11 4 39 81 298 20 399 1 261 86 348 981 Total Volume 296 30 326 652 84 45 10 139 301 1175 65 1541 6 1075 362 1443 3775 % App. Total 45.4 4.6 50 60.4 32.4 7.2 19.5 76.2 4.2 0.4 74.5 25.1 PHF .841 .750 .762 .836 .875 .865 .625 .891 .875 .938 .813 .966 .500 .943 .862 .967 .962 Shields St Elizabeth St Elizabeth St Shields St Right 362 Thru 1075 Left 6 Out In Total 1481 1443 2924 Right 10 Thru 45 Left 84 Out In Total 101 139 240 Left 301 Thru 1175 Right 65 Out In Total File Name : ElizabethShieldsAM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 1 Fort Collins, CO CORE Fort Collins AM Peak Peds and Bikes Elizabeth St and Shields St Groups Printed- Pedestrian/Bicycle Elizabeth St Eastbound Elizabeth St Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 9 0 6 15 0 2 0 0 2 0 1 1 4 6 0 0 0 2 2 25 07:15 AM 1 13 0 9 23 0 1 0 5 6 0 0 1 0 1 0 0 0 1 1 31 07:30 AM 1 31 0 19 51 0 3 0 9 12 0 1 2 1 4 0 0 0 1 1 68 07:45 AM 2 68 0 26 96 2 2 0 7 11 0 0 7 4 11 0 0 1 0 1 119 Total 4 121 0 60 185 2 8 0 21 31 0 2 11 9 22 0 0 1 4 5 243 08:00 AM 2 24 0 16 42 0 1 0 7 8 0 0 1 1 2 0 0 0 0 0 52 08:15 AM 0 28 0 15 43 0 1 1 3 5 0 4 2 2 8 0 0 1 0 1 57 08:30 AM 0 50 0 34 84 1 1 0 12 14 0 2 1 0 3 0 1 0 2 3 104 08:45 AM 1 87 0 24 112 2 5 0 12 19 0 6 6 1 13 0 0 0 0 0 144 Total 3 189 0 89 281 3 8 1 34 46 0 12 10 4 26 0 1 1 2 4 357 Grand Total 7 310 0 149 466 5 16 1 55 77 0 14 21 13 48 0 1 2 6 9 600 Apprch % 1.5 66.5 0 32 6.5 20.8 1.3 71.4 0 29.2 43.8 27.1 0 11.1 22.2 66.7 Total % 1.2 51.7 0 24.8 77.7 0.8 2.7 0.2 9.2 12.8 0 2.3 3.5 2.2 8 0 0.2 0.3 1 1.5 Morrison, CO 80465 File Name : ElizabethShieldsAM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 2 Fort Collins, CO CORE Fort Collins AM Peak Peds and Bikes Elizabeth St and Shields St Shields St Elizabeth St Elizabeth St Shields St Right 2 Thru 1 Left 0 Peds 6 Out In Total 22 9 31 Right 1 Thru 16 Left 5 Peds 55 Out In Total 331 77 408 Left 0 Thru 14 Right 21 Peds 13 Out In Total 6 48 54 Left 7 Thru 310 Right 0 Peds 149 Out In Total 18 466 484 10/19/2016 07:00 AM 10/19/2016 08:45 AM Pedestrian/Bicycle North Morrison, CO 80465 File Name : ElizabethShieldsAM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 3 Fort Collins, CO CORE Fort Collins AM Peak Peds and Bikes Elizabeth St and Shields St Elizabeth St Eastbound Elizabeth St Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 2 24 0 16 42 0 1 0 7 8 0 0 1 1 2 0 0 0 0 0 52 08:15 AM 0 28 0 15 43 0 1 1 3 5 0 4 2 2 8 0 0 1 0 1 57 08:30 AM 0 50 0 34 84 1 1 0 12 14 0 2 1 0 3 0 1 0 2 3 104 08:45 AM 1 87 0 24 112 2 5 0 12 19 0 6 6 1 13 0 0 0 0 0 144 Total Volume 3 189 0 89 281 3 8 1 34 46 0 12 10 4 26 0 1 1 2 4 357 % App. Total 1.1 67.3 0 31.7 6.5 17.4 2.2 73.9 0 46.2 38.5 15.4 0 25 25 50 PHF .375 .543 .000 .654 .627 .375 .400 .250 .708 .605 .000 .500 .417 .500 .500 .000 .250 .250 .250 .333 .620 Shields St Elizabeth St Elizabeth St Shields St Right 1 Thru 1 Left 0 Peds 2 Out In Total 16 4 20 Right 1 Thru 8 Left 3 Peds 34 Out InTotal File Name : ElizabethShieldsPM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 1 Fort Collins, CO CORE Fort Collins PM Peak Peds and Bikes Elizabeth St and Shields St Groups Printed- Pedestrian/Bicycle Elizabeth St Eastbound Elizabeth St Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 04:00 PM 0 4 0 25 29 9 36 3 11 59 0 0 2 2 4 0 3 0 4 7 99 04:15 PM 0 2 0 24 26 8 18 0 8 34 0 0 2 4 6 0 1 0 1 2 68 04:30 PM 0 4 0 25 29 7 20 0 10 37 0 4 2 5 11 0 0 0 2 2 79 04:45 PM 0 8 0 24 32 7 27 0 9 43 0 1 5 1 7 0 0 1 2 3 85 Total 0 18 0 98 116 31 101 3 38 173 0 5 11 12 28 0 4 1 9 14 331 05:00 PM 0 6 0 38 44 15 62 0 7 84 0 0 0 1 1 0 0 0 6 6 135 05:15 PM 1 4 0 19 24 6 27 2 7 42 1 1 0 1 3 0 1 0 1 2 71 05:30 PM 0 5 0 21 26 3 26 0 6 35 1 0 2 5 8 0 1 0 3 4 73 05:45 PM 0 6 0 17 23 5 21 0 8 34 0 0 0 7 7 0 1 0 2 3 67 Total 1 21 0 95 117 29 136 2 28 195 2 1 2 14 19 0 3 0 12 15 346 Grand Total 1 39 0 193 233 60 237 5 66 368 2 6 13 26 47 0 7 1 21 29 677 Apprch % 0.4 16.7 0 82.8 16.3 64.4 1.4 17.9 4.3 12.8 27.7 55.3 0 24.1 3.4 72.4 Total % 0.1 5.8 0 28.5 34.4 8.9 35 0.7 9.7 54.4 0.3 0.9 1.9 3.8 6.9 0 1 0.1 3.1 4.3 Morrison, CO 80465 File Name : ElizabethShieldsPM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 2 Fort Collins, CO CORE Fort Collins PM Peak Peds and Bikes Elizabeth St and Shields St Shields St Elizabeth St Elizabeth St Shields St Right 1 Thru 7 Left 0 Peds 21 Out In Total 12 29 41 Right 5 Thru 237 Left 60 Peds 66 Out In Total 52 368 420 Left 2 Thru 6 Right 13 Peds 26 Out In Total 67 47 114 Left 1 Thru 39 Right 0 Peds 193 Out In Total 240 233 473 10/19/2016 04:00 PM 10/19/2016 05:45 PM Pedestrian/Bicycle North Morrison, CO 80465 File Name : ElizabethShieldsPM PedsBikes Site Code : IPO 193 Start Date : 10/19/2016 Page No : 3 Fort Collins, CO CORE Fort Collins PM Peak Peds and Bikes Elizabeth St and Shields St Elizabeth St Eastbound Elizabeth St Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 4 0 25 29 7 20 0 10 37 0 4 2 5 11 0 0 0 2 2 79 04:45 PM 0 8 0 24 32 7 27 0 9 43 0 1 5 1 7 0 0 1 2 3 85 05:00 PM 0 6 0 38 44 15 62 0 7 84 0 0 0 1 1 0 0 0 6 6 135 05:15 PM 1 4 0 19 24 6 27 2 7 42 1 1 0 1 3 0 1 0 1 2 71 Total Volume 1 22 0 106 129 35 136 2 33 206 1 6 7 8 22 0 1 1 11 13 370 % App. Total 0.8 17.1 0 82.2 17 66 1 16 4.5 27.3 31.8 36.4 0 7.7 7.7 84.6 PHF .250 .688 .000 .697 .733 .583 .548 .250 .825 .613 .250 .375 .350 .400 .500 .000 .250 .250 .458 .542 .685 Shields St Elizabeth St Elizabeth St Shields St Right 1 Thru 1 Left 0 Peds 11 Out In Total 9 13 22 Right 2 Thru 136 Left 35 Peds 33 Out InTotal Kimley-Horn and Associates, Inc. 168450001 – The Hub APPENDIX C Trip Generation Worksheets 366 Beds Directional Distribution: AM 24% in and 76% out, PM 52% in and 48% out Scenario Vehicles Trips Daily Weekday AM Peak Hour Weekday PM Peak Hour In Out Total In Out Total Total Student Housing 970 17 53 70 80 74 154 Retail (Grocery Store) 1,864 38 24 62 113 108 221 Total 2,834 55 77 132 193 182 375 Non Pass By Housing 970 17 53 70 80 74 154 Retail 1,192 24 15 39 72 69 141 Total 2,162 41 68 109 152 143 295 Pass By Retail 672 14 9 23 41 39 80 Project The Hub Subject Trip Generation for Supermarket Designed by Cody Kerkaert Date May 18, 2017 Job No. Checked by Curtis Rowe Date May 18, 2017 Sheet No. 1 of 1 TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 9th Edition, Fitted Curve and Average Rate Equations Land Use Code - Supermarket (850) Independant Variable - 1000 Square Feet Gross Leasable Area (X) Gross Leasable Area = 18,237 Square Feet X = 18.237 T = Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Page 1646) Average Weekday Directional Distribution: 62% ent. 38% exit. (T) = 3.40 (X) T = 62 Average Vehicle Trip Ends (T) = 3.40 * 38 entering 24 exiting 38 + = 62 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (page 1647) Average Weekday Directional Distribution: 51% ent. 49% exit. Ln(T) = 0.74 Ln(X) + 3.25 T = 221 Average Vehicle Trip Ends Ln(T) = 0.74 * Ln(18.237) + 3.25 113 entering 108 exiting 113 + 108 = 221 Weekday (page 1645) Average Weekday Directional Distribution: 50% entering, 50% exiting (T) = 102.24 (X) T = 1864 Average Vehicle Trip Ends (T) = 102.24 * 932 entering 932 exiting 932 + 932 = 1864 Non Pass-by Trip Volumes (page 52 of ITE Trip Generation Handbook, 2nd Edition, June 2004) PM Peak Hour = 36% Pass By IN Out Total AM Peak 24 15 40 * PM Pass By Rate Applied to AM Rate and Daily PM Peak 72 69 141 Daily 596 596 1192 24 18.24 18.24 168450001 Kimley-Horn and Associates, Inc. 168450001 – The Hub APPENDIX D Intersection Analysis Worksheets HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency Kimley-Horn Duration, h 0.25 Analyst DVM Analysis Date 1/19/2017 Area Type Other Jurisdiction Time Period PHF 0.83 Intersection Shields/Elizabeth Analysis Year 2018 Analysis Period 1> 7:00 File Name Shields Elizabeth Existing AM_DVM_RTOR.XUS Project Description AM - Existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 298 51 258 22 5 7 106 860 113 5 732 119 Signal Information Green Yellow Red 5.0 2.0 41.0 21.5 18.0 0.0 3.5 3.5 3.5 3.5 3.5 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1 3 4 6 7 8 Cycle, s 110.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 9.0 10.0 1.1 4.0 1.1 3.0 Phase Duration, s 26.0 22.5 16.0 52.0 9.5 45.5 Change Period, (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Allow Headway (MAH), s 3.5 3.2 3.2 3.1 3.2 3.1 Queue Clearance Time (gs), s 23.5 3.4 6.3 31.2 2.2 24.2 Green Extension Time (ge), s 0.0 0.0 0.1 5.2 0.0 5.3 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 0.09 0.18 1.00 0.17 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 359 61 139 27 6 7 128 592 566 6 882 63 Adjusted Saturation Flow Rate (s), veh/h/ln 1774 1863 1086 1774 1863 1448 1774 1863 1778 1774 1809 1556 Queue Service Time (gs), s 21.5 3.0 12.9 1.4 0.3 0.5 4.3 29.1 29.2 0.2 22.2 2.9 Cycle Queue Clearance Time (gc), s 21.5 3.0 12.9 1.4 0.3 0.5 4.3 29.1 29.2 0.2 22.2 2.9 Green Ratio (g/C) 0.20 0.20 0.20 0.16 0.16 0.16 0.50 0.43 0.43 0.42 0.37 0.37 Capacity (c), veh/h 347 364 212 290 305 237 352 804 768 218 1348 580 Volume-to-Capacity Ratio (X) 1.035 0.169 0.653 0.091 0.020 0.031 0.363 0.736 0.737 0.028 0.654 0.108 Available Capacity (ca), veh/h 347 364 212 290 305 237 352 804 768 218 1348 580 Back of Queue (Q), veh/ln (50th percentile) 14.9 1.4 3.8 0.6 0.1 0.2 1.7 13.2 12.7 0.1 9.7 1.1 Queue Storage Ratio (RQ) (50th percentile) 3.03 0.00 0.00 0.31 0.00 0.00 0.18 0.00 0.00 0.01 0.00 0.07 Uniform Delay (d1), s/veh 44.3 36.8 40.8 39.1 38.6 38.7 18.5 26.0 26.0 21.5 28.6 22.5 Incremental Delay (d2), s/veh 57.8 0.1 5.5 0.0 0.0 0.0 0.2 3.1 3.3 0.0 0.9 0.0 Initial Queue 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 Control Delay (d), s/veh 102.0 36.9 46.4 39.1 38.6 38.7 18.7 29.2 29.4 21.5 29.5 22.6 Level of Service (LOS) F D D D D D B C C C C C Approach Delay, s/veh / LOS 81.1 F 39.0 D 28.2 C 29.0 C Intersection Delay, s/veh / LOS 39.1 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 3.1 C 2.4 B 3.0 C Bicycle LOS Score / LOS 1.4 A 0.5 A 1.5 A 1.3 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.50 Generated: 1/23/2017 5:01:39 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency Kimley-Horn Duration, h 0.25 Analyst DVM Analysis Date 1/19/2017 Area Type Other Jurisdiction Time Period PHF 0.96 Intersection Shields/Elizabeth Analysis Year 2018 Analysis Period 1> 7:00 File Name Shields Elizabeth Existing PM_DVM_RTOR.XUS Project Description PM - Existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 296 30 326 84 45 10 301 1175 65 6 1075 362 Signal Information Green Yellow Red 5.0 9.1 38.4 27.0 18.0 0.0 3.5 3.5 3.5 3.5 3.5 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1 3 4 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 9.0 10.0 1.1 4.0 1.1 3.0 Phase Duration, s 31.5 22.5 23.1 56.5 9.5 42.9 Change Period, (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Allow Headway (MAH), s 3.7 3.2 3.2 3.1 3.2 3.1 Queue Clearance Time (gs), s 21.6 7.3 18.2 38.4 2.3 38.6 Green Extension Time (ge), s 0.8 0.2 0.0 6.3 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.44 0.00 1.00 0.40 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 308 31 152 88 28 28 314 648 636 6 1120 174 Adjusted Saturation Flow Rate (s), veh/h/ln 1774 1863 957 1774 1863 1556 1774 1863 1824 1774 1809 1543 Queue Service Time (gs), s 19.6 1.6 17.6 5.3 1.6 1.9 16.2 36.3 36.4 0.3 36.6 10.4 Cycle Queue Clearance Time (gc), s 19.6 1.6 17.6 5.3 1.6 1.9 16.2 36.3 36.4 0.3 36.6 10.4 Green Ratio (g/C) 0.22 0.22 0.22 0.15 0.15 0.15 0.49 0.43 0.43 0.36 0.32 0.32 Capacity (c), veh/h 399 419 215 266 279 233 343 807 791 182 1158 494 Volume-to-Capacity Ratio (X) 0.772 0.075 0.706 0.329 0.102 0.119 0.915 0.803 0.805 0.034 0.967 0.352 Available Capacity (ca), veh/h 399 419 215 266 279 233 343 807 791 182 1158 494 Back of Queue (Q), veh/ln (50th percentile) 9.5 0.7 4.7 2.4 0.7 0.7 11.8 17.1 16.9 0.1 19.1 3.9 Queue Storage Ratio (RQ) (50th percentile) 1.92 0.00 0.00 1.20 0.00 0.00 1.20 0.00 0.00 0.01 0.00 0.26 Uniform Delay (d1), s/veh 43.6 36.7 42.8 45.6 44.0 44.1 34.8 29.5 29.6 27.1 40.2 31.3 Incremental Delay (d2), s/veh 8.2 0.0 8.7 0.3 0.1 0.1 27.7 5.5 5.6 0.0 18.9 0.2 Initial Queue 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 Control Delay (d), s/veh 51.9 36.7 51.5 45.9 44.1 44.2 62.5 35.0 35.2 27.2 59.1 31.4 Level of Service (LOS) D D D D D D E D D C E C Approach Delay, s/veh / LOS 50.8 D 45.2 D 40.5 D 55.2 E Intersection Delay, s/veh / LOS 47.5 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 3.3 C 2.4 B 3.1 C Bicycle LOS Score / LOS 1.3 A 0.6 A 1.8 A 1.6 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.50 Generated: 1/23/2017 5:04:34 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency Kimley-Horn Duration, h 0.25 Analyst DVM Analysis Date 1/19/2017 Area Type Other Jurisdiction Time Period PHF 0.83 Intersection Shields/Elizabeth Analysis Year 2018 Analysis Period 1> 7:00 File Name Shields Elizabeth Background AM_DVM_RTOR.xus Project Description AM - Background Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 321 55 286 23 7 7 128 902 118 5 768 135 Signal Information Green Yellow Red 5.0 2.0 41.0 21.5 18.0 0.0 3.5 3.5 3.5 3.5 3.5 0.0 1.0 1.0 1.0 1.0 1.0 0.0 Cycle, s 110.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 9.0 10.0 1.1 4.0 1.1 3.0 Phase Duration, s 26.0 22.5 16.0 52.0 9.5 45.5 Change Period, (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Allow Headway (MAH), s 3.5 3.2 3.2 3.1 3.2 3.1 Queue Clearance Time (gs), s 23.5 3.5 7.3 33.4 2.2 25.7 Green Extension Time (ge), s 0.0 0.0 0.1 5.3 0.0 5.5 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 0.32 0.28 1.00 0.24 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 387 66 172 28 8 8 154 621 594 6 925 82 Adjusted Saturation Flow Rate (s), veh/h/ln 1774 1863 1086 1774 1863 1472 1774 1863 1778 1774 1809 1556 Queue Service Time (gs), s 21.5 3.3 16.7 1.5 0.4 0.5 5.3 31.2 31.4 0.2 23.7 3.8 Cycle Queue Clearance Time (gc), s 21.5 3.3 16.7 1.5 0.4 0.5 5.3 31.2 31.4 0.2 23.7 3.8 Green Ratio (g/C) 0.20 0.20 0.20 0.16 0.16 0.16 0.50 0.43 0.43 0.42 0.37 0.37 Capacity (c), veh/h 347 364 212 290 305 241 338 804 768 205 1348 580 Volume-to-Capacity Ratio (X) 1.115 0.182 0.811 0.095 0.026 0.032 0.456 0.771 0.774 0.029 0.686 0.141 Available Capacity (ca), veh/h 347 364 212 290 305 241 338 804 768 205 1348 580 Back of Queue (Q), veh/ln (50th percentile) 17.4 1.5 5.6 0.6 0.2 0.2 2.1 14.4 13.9 0.1 10.3 1.4 Queue Storage Ratio (RQ) (50th percentile) 3.53 0.00 0.00 0.33 0.00 0.00 0.22 0.00 0.00 0.01 0.00 0.10 Uniform Delay (d1), s/veh 44.3 36.9 42.3 39.1 38.6 38.7 19.5 26.6 26.7 22.0 29.1 22.8 Incremental Delay (d2), s/veh 83.2 0.1 19.4 0.1 0.0 0.0 0.4 4.2 4.5 0.0 1.2 0.0 Initial Queue 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 Control Delay (d), s/veh 127.5 37.0 61.7 39.1 38.6 38.7 19.8 30.8 31.1 22.0 30.3 22.9 Level of Service (LOS) F D E D D D B C C C C C Approach Delay, s/veh / LOS 99.8 F 39.0 D 29.7 C 29.7 C Intersection Delay, s/veh / LOS 44.2 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 3.1 C 2.4 B 3.0 C Bicycle LOS Score / LOS 1.5 A 0.5 A 1.6 A 1.3 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.65 Generated: 1/23/2017 12:58:00 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency Kimley-Horn Duration, h 0.25 Analyst DVM Analysis Date 1/19/2017 Area Type Other Jurisdiction Time Period PHF 0.96 Intersection Shields/Elizabeth Analysis Year 2018 Analysis Period 1> 7:00 File Name Shields Elizabeth Background PM_DVM_RTOR.xus Project Description PM - Background Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 320 34 360 88 50 10 334 1232 68 6 1127 390 Signal Information Green Yellow Red 5.0 9.1 38.4 27.0 18.0 0.0 3.5 3.5 3.5 3.5 3.5 0.0 1.0 1.0 1.0 1.0 1.0 0.0 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 9.0 10.0 1.1 4.0 1.1 3.0 Phase Duration, s 31.5 22.5 23.1 56.5 9.5 42.9 Change Period, (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Allow Headway (MAH), s 3.7 3.2 3.2 3.1 3.2 3.1 Queue Clearance Time (gs), s 24.7 7.6 20.6 41.2 2.3 40.4 Green Extension Time (ge), s 0.5 0.2 0.0 5.9 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 1.00 0.56 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 333 35 188 92 31 30 348 679 667 6 1174 203 Adjusted Saturation Flow Rate (s), veh/h/ln 1774 1863 957 1774 1863 1578 1774 1863 1824 1774 1809 1543 Queue Service Time (gs), s 21.5 1.8 22.7 5.6 1.7 2.0 18.6 39.0 39.2 0.3 38.4 12.4 Cycle Queue Clearance Time (gc), s 21.5 1.8 22.7 5.6 1.7 2.0 18.6 39.0 39.2 0.3 38.4 12.4 Green Ratio (g/C) 0.22 0.22 0.22 0.15 0.15 0.15 0.49 0.43 0.43 0.36 0.32 0.32 Capacity (c), veh/h 399 419 215 266 279 237 335 807 791 170 1158 494 Volume-to-Capacity Ratio (X) 0.835 0.085 0.871 0.344 0.111 0.128 1.039 0.842 0.844 0.037 1.014 0.411 Available Capacity (ca), veh/h 399 419 215 266 279 237 335 807 791 170 1158 494 Back of Queue (Q), veh/ln (50th percentile) 10.9 0.8 7.1 2.5 0.8 0.8 15.5 18.8 18.6 0.1 21.7 4.7 Queue Storage Ratio (RQ) (50th percentile) 2.22 0.00 0.00 1.26 0.00 0.00 1.58 0.00 0.00 0.01 0.00 0.32 Uniform Delay (d1), s/veh 44.4 36.7 44.8 45.7 44.1 44.2 38.1 30.3 30.4 27.8 40.8 32.0 Incremental Delay (d2), s/veh 13.5 0.0 28.7 0.3 0.1 0.1 59.5 7.6 7.9 0.0 30.0 0.2 Initial Queue 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 Control Delay (d), s/veh 57.8 36.8 73.5 46.0 44.1 44.3 97.7 37.9 38.3 27.8 70.8 32.2 Level of Service (LOS) E D E D D D F D D C F C Approach Delay, s/veh / LOS 61.8 E 45.3 D 50.3 D 64.9 E Intersection Delay, s/veh / LOS 57.1 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 3.3 C 2.4 B 3.1 C Bicycle LOS Score / LOS 1.4 A 0.6 A 1.9 A 1.6 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.65 Generated: 1/23/2017 12:53:25 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency Kimley-Horn Duration, h 0.25 Analyst DVM Analysis Date 1/19/2017 Area Type Other Jurisdiction Time Period PHF 0.83 Intersection Shields/Elizabeth Analysis Year 2018 Analysis Period 1> 7:00 File Name Shields Elizabeth Total AM_DVM_RTOR.XUS Project Description AM - Total Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 335 58 310 23 9 7 142 902 118 5 768 143 Signal Information Green Yellow Red 5.0 3.0 39.0 22.5 18.0 0.0 3.5 3.5 3.5 3.5 3.5 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1 3 4 6 7 8 Cycle, s 110.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 9.0 10.0 1.1 4.0 1.1 3.0 Phase Duration, s 27.0 22.5 17.0 51.0 9.5 43.5 Change Period, (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Allow Headway (MAH), s 3.5 3.2 3.2 3.1 3.2 3.1 Queue Clearance Time (gs), s 24.5 3.5 8.0 33.9 2.2 26.4 Green Extension Time (ge), s 0.0 0.0 0.1 5.1 0.0 5.1 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 0.26 0.33 1.00 0.33 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 404 70 184 28 9 9 171 621 594 6 925 86 Adjusted Saturation Flow Rate (s), veh/h/ln 1774 1863 1104 1774 1863 1514 1774 1863 1778 1774 1809 1556 Queue Service Time (gs), s 22.5 3.4 17.5 1.5 0.5 0.5 6.0 31.7 31.9 0.2 24.4 4.1 Cycle Queue Clearance Time (gc), s 22.5 3.4 17.5 1.5 0.5 0.5 6.0 31.7 31.9 0.2 24.4 4.1 Green Ratio (g/C) 0.20 0.20 0.20 0.16 0.16 0.16 0.49 0.42 0.42 0.40 0.35 0.35 Capacity (c), veh/h 363 381 226 290 305 248 347 787 751 199 1283 552 Volume-to-Capacity Ratio (X) 1.112 0.183 0.816 0.095 0.030 0.036 0.493 0.788 0.790 0.030 0.721 0.155 Available Capacity (ca), veh/h 363 381 226 290 305 248 347 787 751 199 1283 552 Back of Queue (Q), veh/ln (50th percentile) 17.9 1.6 5.9 0.6 0.2 0.2 2.4 14.8 14.2 0.1 10.8 1.5 Queue Storage Ratio (RQ) (50th percentile) 3.65 0.00 0.00 0.33 0.00 0.00 0.25 0.00 0.00 0.01 0.00 0.10 Uniform Delay (d1), s/veh 43.8 36.2 41.8 39.1 38.7 38.7 20.5 27.5 27.5 23.1 30.8 24.2 Incremental Delay (d2), s/veh 81.1 0.1 19.0 0.1 0.0 0.0 0.4 4.9 5.3 0.0 1.7 0.0 Initial Queue 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 Control Delay (d), s/veh 124.9 36.2 60.8 39.1 38.7 38.7 20.9 32.4 32.8 23.1 32.5 24.3 Level of Service (LOS) F D E D D D C C C C C C Approach Delay, s/veh / LOS 97.5 F 39.0 D 31.1 C 31.8 C Intersection Delay, s/veh / LOS 45.5 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 3.1 C 2.4 B 3.1 C Bicycle LOS Score / LOS 1.6 A 0.5 A 1.6 A 1.3 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.65 Generated: 5/22/2017 12:16:46 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.25 Analyst Analysis Date 1/19/2017 Area Type Other Jurisdiction Time Period PHF 0.96 Intersection Shields/Elizabeth Analysis Year 2017 Analysis Period 1> 7:00 File Name Shields Elizabeth Total PM_DVM_RTOR.XUS Project Description PM - Total Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 349 41 410 88 56 10 387 1232 68 6 1127 420 Signal Information Green Yellow Red 5.0 10.0 37.0 27.5 18.0 0.0 3.5 3.5 3.5 3.5 3.5 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1 3 4 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 9.0 10.0 1.1 4.0 1.1 3.0 Phase Duration, s 32.0 22.5 24.0 56.0 9.5 41.5 Change Period, (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Allow Headway (MAH), s 3.8 3.2 3.2 3.1 3.2 3.1 Queue Clearance Time (gs), s 29.5 7.6 21.5 41.5 2.3 39.0 Green Extension Time (ge), s 0.0 0.2 0.0 5.6 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 1.00 0.60 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 364 43 222 92 34 33 403 679 668 6 1174 222 Adjusted Saturation Flow Rate (s), veh/h/ln 1774 1863 966 1774 1863 1476 1774 1863 1825 1774 1809 1557 Queue Service Time (gs), s 23.8 2.2 27.5 5.6 1.9 2.4 19.5 39.3 39.5 0.3 37.0 13.8 Cycle Queue Clearance Time (gc), s 23.8 2.2 27.5 5.6 1.9 2.4 19.5 39.3 39.5 0.3 37.0 13.8 Green Ratio (g/C) 0.23 0.23 0.23 0.15 0.15 0.15 0.49 0.43 0.43 0.35 0.31 0.31 Capacity (c), veh/h 407 427 221 266 279 221 348 799 783 168 1115 480 Volume-to-Capacity Ratio (X) 0.894 0.100 1.002 0.344 0.123 0.150 1.157 0.850 0.852 0.037 1.052 0.462 Available Capacity (ca), veh/h 407 427 221 266 279 221 348 799 783 168 1115 480 Back of Queue (Q), veh/ln (50th percentile) 12.8 1.0 10.3 2.5 0.9 0.9 15.6 19.1 18.8 0.1 22.7 5.2 Queue Storage Ratio (RQ) (50th percentile) 2.60 0.00 0.00 1.26 0.00 0.00 1.59 0.00 0.00 0.01 0.00 0.36 Uniform Delay (d1), s/veh 44.8 36.5 46.3 45.7 44.2 44.3 38.0 30.8 30.8 28.5 41.5 33.5 Incremental Delay (d2), s/veh 20.9 0.0 61.0 0.3 0.1 0.1 98.2 8.2 8.6 0.0 41.9 0.3 Initial Queue 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 Control Delay (d), s/veh 65.8 36.5 107.3 46.0 44.2 44.5 136.2 39.0 39.4 28.6 83.4 33.7 Level of Service (LOS) E D F D D D F D D C F C Approach Delay, s/veh / LOS 78.5 E 45.3 D 61.5 E 75.3 E Intersection Delay, s/veh / LOS 68.5 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 3.3 C 2.4 B 3.1 C Bicycle LOS Score / LOS 1.5 A 0.6 A 1.9 A 1.6 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.65 Generated: 5/22/2017 12:18:33 PM HCM 2010 Signalized Intersection Summary 2018 Total AM Imp.syn 1: Shields Street & Elizabeth Street 05/22/2017 2018 Total AM Imp 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 335 58 310 23 9 7 142 902 118 5 768 143 Future Volume (veh/h) 335 58 310 23 9 7 142 902 118 5 768 143 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 0.74 0.90 0.78 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 459 109 408 38 29 16 156 1203 142 12 826 168 Adj No. of Lanes 2 1 1 1 2 0 1 2 0 1 2 1 Peak Hour Factor 0.73 0.53 0.76 0.61 0.31 0.44 0.91 0.75 0.83 0.42 0.93 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 524 450 379 253 293 130 362 1702 200 192 1727 753 Arrive On Green 0.15 0.24 0.24 0.05 0.13 0.13 0.06 0.54 0.54 0.01 0.49 0.49 Sat Flow, veh/h 3442 1863 1168 1774 2177 970 1774 3178 374 1774 3539 1544 Grp Volume(v), veh/h 459 109 408 38 22 23 156 668 677 12 826 168 Grp Sat Flow(s),veh/h/ln 1721 1863 1168 1774 1770 1378 1774 1770 1782 1774 1770 1544 Q Serve(g_s), s 14.3 5.2 26.5 2.0 1.2 1.6 4.6 31.0 31.3 0.4 17.1 6.9 Cycle Q Clear(g_c), s 14.3 5.2 26.5 2.0 1.2 1.6 4.6 31.0 31.3 0.4 17.1 6.9 Prop In Lane 1.00 1.00 1.00 0.70 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 524 450 379 253 238 185 362 948 955 192 1727 753 V/C Ratio(X) 0.88 0.24 1.08 0.15 0.09 0.12 0.43 0.70 0.71 0.06 0.48 0.22 Avail Cap(c_a), veh/h 579 450 379 463 290 225 503 948 955 248 1727 753 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 45.6 33.6 39.2 37.8 41.7 41.9 13.6 19.1 19.1 16.9 18.8 16.2 Incr Delay (d2), s/veh 13.2 0.3 67.8 0.3 0.2 0.3 0.8 4.4 4.4 0.1 1.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 2.7 18.7 1.0 0.6 0.6 2.3 16.2 16.4 0.2 8.6 3.1 LnGrp Delay(d),s/veh 58.8 33.9 107.0 38.1 41.9 42.2 14.4 23.4 23.6 17.1 19.8 16.9 LnGrp LOS E C F D D D B C C B B B Approach Vol, veh/h 976 83 1501 1006 Approach Delay, s/veh 76.2 40.2 22.6 19.2 Approach LOS E D C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.0 63.4 9.5 31.0 11.3 58.2 21.3 19.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 50.5 18.0 18.5 15.5 40.0 18.5 18.0 Max Q Clear Time (g_c+I1), s 2.4 33.3 4.0 28.5 6.6 19.1 16.3 3.6 Green Ext Time (p_c), s 0.0 13.5 0.0 0.0 0.3 15.8 0.4 0.2 Intersection Summary HCM 2010 Ctrl Delay 36.7 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 2018 Total PM Imp.syn 1: Shields Street & Elizabeth Street 05/22/2017 2018 Total PM Imp 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 349 41 410 88 58 10 387 1232 68 6 1127 420 Future Volume (veh/h) 349 41 410 88 58 10 387 1232 68 6 1127 420 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 0.56 0.88 0.59 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 415 55 539 100 60 16 440 1311 75 12 1199 488 Adj No. of Lanes 2 1 1 1 1 0 1 2 0 1 2 1 Peak Hour Factor 0.84 0.75 0.76 0.88 0.96 0.62 0.88 0.94 0.91 0.50 0.94 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 473 358 500 266 147 39 450 1962 112 205 1353 584 Arrive On Green 0.14 0.19 0.19 0.07 0.12 0.12 0.21 0.58 0.58 0.01 0.38 0.38 Sat Flow, veh/h 3442 1863 881 1774 1216 324 1774 3396 194 1774 3539 1528 Grp Volume(v), veh/h 415 55 539 100 0 76 440 682 704 12 1199 488 Grp Sat Flow(s),veh/h/ln 1721 1863 881 1774 0 1541 1774 1770 1821 1774 1770 1528 Q Serve(g_s), s 14.2 2.9 23.1 5.8 0.0 5.5 24.2 31.8 32.0 0.5 38.0 34.8 Cycle Q Clear(g_c), s 14.2 2.9 23.1 5.8 0.0 5.5 24.2 31.8 32.0 0.5 38.0 34.8 Prop In Lane 1.00 1.00 1.00 0.21 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 473 358 500 266 0 186 450 1022 1052 205 1353 584 V/C Ratio(X) 0.88 0.15 1.08 0.38 0.00 0.41 0.98 0.67 0.67 0.06 0.89 0.84 Avail Cap(c_a), veh/h 516 358 500 414 0 231 450 1022 1052 255 1353 584 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.8 40.3 39.3 42.0 0.0 48.8 36.3 17.4 17.5 22.4 34.6 33.6 Incr Delay (d2), s/veh 14.8 0.2 62.6 0.9 0.0 1.4 36.4 3.4 3.4 0.1 8.8 13.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 1.5 25.2 2.9 0.0 2.4 19.0 16.3 17.0 0.2 20.1 16.8 LnGrp Delay(d),s/veh 65.5 40.5 101.9 42.9 0.0 50.2 72.7 20.9 20.8 22.5 43.5 46.9 LnGrp LOS E D F D D E C C C D D Approach Vol, veh/h 1009 176 1826 1699 Approach Delay, s/veh 83.6 46.0 33.3 44.3 Approach LOS F D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 73.8 12.5 27.6 29.6 50.4 21.0 19.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 61.0 18.0 18.0 25.1 40.9 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.5 34.0 7.8 25.1 26.2 40.0 16.2 7.5 Green Ext Time (p_c), s 0.0 23.1 0.1 0.0 0.0 0.9 0.3 0.4 Intersection Summary HCM 2010 Ctrl Delay 48.5 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 2035 Background AM.syn 1: Shields Street & Elizabeth Street 11/21/2016 2035 Background AM 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 477 82 420 35 10 11 183 1350 177 8 1149 197 Future Volume (veh/h) 477 82 420 35 10 11 183 1350 177 8 1149 197 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 0.75 0.91 0.78 1.00 0.97 1.00 0.97 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 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 518 89 457 38 11 12 199 1467 192 9 1249 214 Adj No. of Lanes 2 1 1 1 2 0 2 3 0 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 585 479 430 249 235 164 271 2370 310 173 2315 972 Arrive On Green 0.17 0.26 0.26 0.05 0.13 0.13 0.08 0.52 0.52 0.01 0.46 0.46 Sat Flow, veh/h 3442 1863 1189 1774 1770 1238 3442 4533 593 1774 5085 1544 Grp Volume(v), veh/h 518 89 457 38 11 12 199 1097 562 9 1249 214 Grp Sat Flow(s),veh/h/ln 1721 1863 1189 1774 1770 1238 1721 1695 1735 1774 1695 1544 Q Serve(g_s), s 16.2 4.1 28.3 2.0 0.6 0.9 6.2 25.1 25.2 0.3 19.5 6.6 Cycle Q Clear(g_c), s 16.2 4.1 28.3 2.0 0.6 0.9 6.2 25.1 25.2 0.3 19.5 6.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 1.00 Lane Grp Cap(c), veh/h 585 479 430 249 235 164 271 1773 907 173 2315 972 V/C Ratio(X) 0.89 0.19 1.06 0.15 0.05 0.07 0.74 0.62 0.62 0.05 0.54 0.22 Avail Cap(c_a), veh/h 641 479 430 459 290 203 579 1773 907 234 2315 972 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 44.6 31.9 37.6 38.0 41.6 41.8 49.6 18.5 18.5 17.2 21.6 9.0 Incr Delay (d2), s/veh 13.2 0.2 60.8 0.3 0.1 0.2 3.9 1.6 3.2 0.1 0.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.8 2.1 20.3 1.0 0.3 0.3 3.1 12.1 12.8 0.2 9.3 2.9 LnGrp Delay(d),s/veh 57.9 32.1 98.4 38.2 41.7 42.0 53.4 20.1 21.7 17.3 22.5 9.5 LnGrp LOS E C F D D D D C C B C A Approach Vol, veh/h 1064 61 1858 1472 Approach Delay, s/veh 73.1 39.6 24.2 20.6 Approach LOS E D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.7 62.0 9.5 32.8 13.1 54.6 23.2 19.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 48.5 18.0 20.5 18.5 35.0 20.5 18.0 Max Q Clear Time (g_c+I1), s 2.3 27.2 4.0 30.3 8.2 21.5 18.2 2.9 Green Ext Time (p_c), s 0.0 19.1 0.0 0.0 0.4 12.5 0.5 0.1 Intersection Summary HCM 2010 Ctrl Delay 34.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 2035 Background PM.syn 1: Shields Street & Elizabeth Street 11/21/2016 2035 Background PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 475 50 530 132 74 16 490 1844 102 9 1687 578 Future Volume (veh/h) 475 50 530 132 74 16 490 1844 102 9 1687 578 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 0.54 0.89 0.58 1.00 0.97 1.00 0.97 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 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 516 54 576 143 80 17 533 2004 111 10 1834 628 Adj No. of Lanes 2 1 1 1 2 0 2 3 0 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 531 338 427 297 306 55 593 2800 154 133 2076 869 Arrive On Green 0.15 0.18 0.18 0.09 0.12 0.12 0.17 0.57 0.57 0.01 0.41 0.41 Sat Flow, veh/h 3442 1863 850 1774 2650 481 3442 4923 271 1774 5085 1529 Grp Volume(v), veh/h 516 54 576 143 49 48 533 1377 738 10 1834 628 Grp Sat Flow(s),veh/h/ln 1721 1863 850 1774 1770 1361 1721 1695 1804 1774 1695 1529 Q Serve(g_s), s 17.9 2.9 21.8 8.4 3.0 3.9 18.2 35.4 35.8 0.4 40.1 36.6 Cycle Q Clear(g_c), s 17.9 2.9 21.8 8.4 3.0 3.9 18.2 35.4 35.8 0.4 40.1 36.6 Prop In Lane 1.00 1.00 1.00 0.35 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 531 338 427 297 204 157 593 1928 1026 133 2076 869 V/C Ratio(X) 0.97 0.16 1.35 0.48 0.24 0.31 0.90 0.71 0.72 0.08 0.88 0.72 Avail Cap(c_a), veh/h 531 338 427 407 265 204 637 1928 1026 186 2076 869 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 50.5 41.4 42.0 41.4 48.3 48.7 48.6 18.8 18.9 21.5 32.9 19.5 Incr Delay (d2), s/veh 32.0 0.2 172.2 1.2 0.6 1.1 15.1 2.3 4.3 0.2 5.9 5.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.9 1.5 34.6 4.2 1.5 1.5 9.9 17.1 18.9 0.2 19.8 16.5 LnGrp Delay(d),s/veh 82.5 41.6 214.2 42.6 48.9 49.8 63.8 21.1 23.2 21.7 38.8 24.7 LnGrp LOS F D F D D D E C C C D C Approach Vol, veh/h 1146 240 2648 2472 Approach Delay, s/veh 146.8 45.3 30.3 35.1 Approach LOS F D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.9 72.7 15.1 26.3 25.2 53.5 23.0 18.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 60.5 18.0 18.5 22.2 43.3 18.5 18.0 Max Q Clear Time (g_c+I1), s 2.4 37.8 10.4 23.8 20.2 42.1 19.9 5.9 Green Ext Time (p_c), s 0.0 22.3 0.2 0.0 0.5 1.2 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 53.2 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 2035 Total AM.syn 1: Shields Street & Elizabeth Street 05/22/2017 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 494 86 449 35 13 11 201 1350 177 8 1149 207 Future Volume (veh/h) 494 86 449 35 13 11 201 1350 177 8 1149 207 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 0.64 0.88 0.59 1.00 0.97 1.00 0.97 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 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 537 93 488 38 14 12 218 1467 192 9 1249 225 Adj No. of Lanes 2 1 1 1 2 0 2 3 0 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 602 472 390 222 222 107 288 2465 322 176 2397 999 Arrive On Green 0.18 0.25 0.25 0.04 0.12 0.12 0.08 0.54 0.54 0.01 0.47 0.47 Sat Flow, veh/h 3442 1863 1016 1774 1846 893 3442 4531 592 1774 5085 1532 Grp Volume(v), veh/h 537 93 488 38 13 13 218 1097 562 9 1249 225 Grp Sat Flow(s),veh/h/ln 1721 1863 1016 1774 1770 969 1721 1695 1734 1774 1695 1532 Q Serve(g_s), s 18.3 4.7 30.4 2.2 0.8 1.4 7.4 26.2 26.2 0.3 20.7 7.3 Cycle Q Clear(g_c), s 18.3 4.7 30.4 2.2 0.8 1.4 7.4 26.2 26.2 0.3 20.7 7.3 Prop In Lane 1.00 1.00 1.00 0.92 1.00 0.34 1.00 1.00 Lane Grp Cap(c), veh/h 602 472 390 222 213 116 288 1845 943 176 2397 999 V/C Ratio(X) 0.89 0.20 1.25 0.17 0.06 0.11 0.76 0.59 0.60 0.05 0.52 0.23 Avail Cap(c_a), veh/h 674 472 390 414 265 145 674 1845 943 231 2397 999 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 48.4 35.2 41.6 43.1 46.8 47.1 53.8 18.4 18.5 17.5 22.2 8.8 Incr Delay (d2), s/veh 13.2 0.2 132.9 0.4 0.1 0.4 4.1 1.4 2.8 0.1 0.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.8 2.5 27.3 1.1 0.4 0.4 3.7 12.6 13.2 0.2 9.8 3.2 LnGrp Delay(d),s/veh 61.6 35.4 174.6 43.4 46.9 47.5 57.9 19.9 21.2 17.6 23.0 9.3 LnGrp LOS E D F D D D E B C B C A Approach Vol, veh/h 1118 64 1877 1483 Approach Delay, s/veh 108.7 45.0 24.7 20.9 Approach LOS F D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.8 69.8 9.5 34.9 14.5 61.1 25.5 18.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 55.5 18.0 23.5 23.5 37.0 23.5 18.0 Max Q Clear Time (g_c+I1), s 2.3 28.2 4.2 32.4 9.4 22.7 20.3 3.4 Green Ext Time (p_c), s 0.0 23.8 0.0 0.0 0.6 13.3 0.7 0.1 Intersection Summary HCM 2010 Ctrl Delay 44.4 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 2035 Total PM.syn 1: Shields Street & Elizabeth Street 05/22/2017 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 504 57 580 132 82 16 543 1844 102 9 1687 608 Future Volume (veh/h) 504 57 580 132 82 16 543 1844 102 9 1687 608 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 0.57 0.89 0.55 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 548 62 630 143 89 17 590 2004 111 10 1834 661 Adj No. of Lanes 2 1 1 1 2 0 2 3 0 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 629 372 482 289 286 47 657 2702 149 126 1881 854 Arrive On Green 0.18 0.20 0.20 0.09 0.11 0.11 0.19 0.55 0.55 0.01 0.37 0.37 Sat Flow, veh/h 3442 1863 901 1774 2691 442 3442 4922 271 1774 5085 1527 Grp Volume(v), veh/h 548 62 630 143 54 52 590 1377 738 10 1834 661 Grp Sat Flow(s),veh/h/ln 1721 1863 901 1774 1770 1363 1721 1695 1804 1774 1695 1527 Q Serve(g_s), s 18.6 3.3 24.0 8.5 3.3 4.3 20.1 37.0 37.4 0.4 42.7 41.0 Cycle Q Clear(g_c), s 18.6 3.3 24.0 8.5 3.3 4.3 20.1 37.0 37.4 0.4 42.7 41.0 Prop In Lane 1.00 1.00 1.00 0.32 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 629 372 482 289 188 145 657 1861 990 126 1881 854 V/C Ratio(X) 0.87 0.17 1.31 0.49 0.28 0.36 0.90 0.74 0.74 0.08 0.98 0.77 Avail Cap(c_a), veh/h 817 372 482 448 243 187 731 1861 990 187 1881 854 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 39.7 39.8 42.2 49.4 49.8 47.4 20.6 20.6 24.2 37.3 21.2 Incr Delay (d2), s/veh 8.2 0.2 152.1 1.3 0.8 1.5 13.1 2.7 5.1 0.3 15.6 6.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 1.7 36.3 4.2 1.7 1.7 10.7 17.9 20.0 0.2 22.6 18.8 LnGrp Delay(d),s/veh 55.8 39.9 191.9 43.5 50.2 51.3 60.5 23.2 25.7 24.5 52.9 27.9 LnGrp LOS E D F D D D E C C C D C Approach Vol, veh/h 1240 249 2705 2505 Approach Delay, s/veh 124.2 46.6 32.0 46.2 Approach LOS F D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.9 70.4 15.2 28.5 27.4 48.9 26.4 17.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 51.5 21.5 23.5 25.5 31.5 28.5 16.5 Max Q Clear Time (g_c+I1), s 2.4 39.4 10.5 26.0 22.1 44.7 20.6 6.3 Green Ext Time (p_c), s 0.0 11.9 0.3 0.0 0.8 0.0 1.4 0.7 Intersection Summary HCM 2010 Ctrl Delay 54.9 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2035 Total AM Road Diet.syn 1: Shields Street & Elizabeth Street 05/22/2017 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 494 86 449 35 13 11 201 1350 177 8 1149 207 Future Volume (veh/h) 494 86 449 35 13 11 201 1350 177 8 1149 207 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 0.64 0.88 0.59 1.00 0.97 1.00 0.97 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 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 537 93 488 38 14 12 218 1467 192 9 1249 225 Adj No. of Lanes 2 1 1 1 2 0 2 3 0 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 602 472 390 222 222 107 288 2465 322 176 2397 999 Arrive On Green 0.18 0.25 0.25 0.04 0.12 0.12 0.08 0.54 0.54 0.01 0.47 0.47 Sat Flow, veh/h 3442 1863 1016 1774 1846 893 3442 4531 592 1774 5085 1532 Grp Volume(v), veh/h 537 93 488 38 13 13 218 1097 562 9 1249 225 Grp Sat Flow(s),veh/h/ln 1721 1863 1016 1774 1770 969 1721 1695 1734 1774 1695 1532 Q Serve(g_s), s 18.3 4.7 30.4 2.2 0.8 1.4 7.4 26.2 26.2 0.3 20.7 7.3 Cycle Q Clear(g_c), s 18.3 4.7 30.4 2.2 0.8 1.4 7.4 26.2 26.2 0.3 20.7 7.3 Prop In Lane 1.00 1.00 1.00 0.92 1.00 0.34 1.00 1.00 Lane Grp Cap(c), veh/h 602 472 390 222 213 116 288 1845 943 176 2397 999 V/C Ratio(X) 0.89 0.20 1.25 0.17 0.06 0.11 0.76 0.59 0.60 0.05 0.52 0.23 Avail Cap(c_a), veh/h 674 472 390 414 265 145 674 1845 943 231 2397 999 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 48.4 35.2 41.6 43.1 46.8 47.1 53.8 18.4 18.5 17.5 22.2 8.8 Incr Delay (d2), s/veh 13.2 0.2 132.9 0.4 0.1 0.4 4.1 1.4 2.8 0.1 0.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.8 2.5 27.3 1.1 0.4 0.4 3.7 12.6 13.2 0.2 9.8 3.2 LnGrp Delay(d),s/veh 61.6 35.4 174.6 43.4 46.9 47.5 57.9 19.9 21.2 17.6 23.0 9.3 LnGrp LOS E D F D D D E B C B C A Approach Vol, veh/h 1118 64 1877 1483 Approach Delay, s/veh 108.7 45.0 24.7 20.9 Approach LOS F D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.8 69.8 9.5 34.9 14.5 61.1 25.5 18.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 55.5 18.0 23.5 23.5 37.0 23.5 18.0 Max Q Clear Time (g_c+I1), s 2.3 28.2 4.2 32.4 9.4 22.7 20.3 3.4 Green Ext Time (p_c), s 0.0 23.8 0.0 0.0 0.6 13.3 0.7 0.1 Intersection Summary HCM 2010 Ctrl Delay 44.4 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 2035 Total PM Road Diet.syn 1: Shields Street & Elizabeth Street 05/22/2017 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 504 57 580 132 82 16 543 1844 102 9 1687 608 Future Volume (veh/h) 504 57 580 132 82 16 543 1844 102 9 1687 608 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 0.57 0.89 0.55 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 548 62 630 143 89 17 590 2004 111 10 1834 661 Adj No. of Lanes 2 1 1 1 2 0 2 3 0 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 629 372 482 289 286 47 657 2702 149 126 1881 854 Arrive On Green 0.18 0.20 0.20 0.09 0.11 0.11 0.19 0.55 0.55 0.01 0.37 0.37 Sat Flow, veh/h 3442 1863 901 1774 2691 442 3442 4922 271 1774 5085 1527 Grp Volume(v), veh/h 548 62 630 143 54 52 590 1377 738 10 1834 661 Grp Sat Flow(s),veh/h/ln 1721 1863 901 1774 1770 1363 1721 1695 1804 1774 1695 1527 Q Serve(g_s), s 18.6 3.3 24.0 8.5 3.3 4.3 20.1 37.0 37.4 0.4 42.7 41.0 Cycle Q Clear(g_c), s 18.6 3.3 24.0 8.5 3.3 4.3 20.1 37.0 37.4 0.4 42.7 41.0 Prop In Lane 1.00 1.00 1.00 0.32 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 629 372 482 289 188 145 657 1861 990 126 1881 854 V/C Ratio(X) 0.87 0.17 1.31 0.49 0.28 0.36 0.90 0.74 0.74 0.08 0.98 0.77 Avail Cap(c_a), veh/h 817 372 482 448 243 187 731 1861 990 187 1881 854 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 39.7 39.8 42.2 49.4 49.8 47.4 20.6 20.6 24.2 37.3 21.2 Incr Delay (d2), s/veh 8.2 0.2 152.1 1.3 0.8 1.5 13.1 2.7 5.1 0.3 15.6 6.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 1.7 36.3 4.2 1.7 1.7 10.7 17.9 20.0 0.2 22.6 18.8 LnGrp Delay(d),s/veh 55.8 39.9 191.9 43.5 50.2 51.3 60.5 23.2 25.7 24.5 52.9 27.9 LnGrp LOS E D F D D D E C C C D C Approach Vol, veh/h 1240 249 2705 2505 Approach Delay, s/veh 124.2 46.6 32.0 46.2 Approach LOS F D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.9 70.4 15.2 28.5 27.4 48.9 26.4 17.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 51.5 21.5 23.5 25.5 31.5 28.5 16.5 Max Q Clear Time (g_c+I1), s 2.4 39.4 10.5 26.0 22.1 44.7 20.6 6.3 Green Ext Time (p_c), s 0.0 11.9 0.3 0.0 0.8 0.0 1.4 0.7 Intersection Summary HCM 2010 Ctrl Delay 54.9 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2016 Existing AM.syn 2: City Park Avenue & Elizabeth Street 11/10/2016 2016 Existing AM 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 478 90 25 175 48 28 44 61 47 40 22 Future Volume (veh/h) 47 478 90 25 175 48 28 44 61 47 40 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) 0.98 0.81 0.99 0.94 0.99 0.98 0.99 0.97 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 56 583 115 40 208 76 56 60 88 64 56 24 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.84 0.82 0.78 0.62 0.84 0.63 0.50 0.73 0.69 0.73 0.71 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 445 970 190 270 868 304 732 321 471 665 585 251 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 1069 2825 553 738 2528 886 1302 674 988 1226 1228 526 Grp Volume(v), veh/h 56 364 334 40 143 141 56 0 148 64 0 80 Grp Sat Flow(s),veh/h/ln 1069 1770 1609 738 1770 1644 1302 0 1661 1226 0 1754 Q Serve(g_s), s 2.0 8.5 8.6 2.4 2.9 3.1 1.2 0.0 2.6 1.6 0.0 1.3 Cycle Q Clear(g_c), s 5.1 8.5 8.6 11.0 2.9 3.1 2.5 0.0 2.6 4.1 0.0 1.3 Prop In Lane 1.00 0.34 1.00 0.54 1.00 0.59 1.00 0.30 Lane Grp Cap(c), veh/h 445 608 553 270 608 565 732 0 792 665 0 836 V/C Ratio(X) 0.13 0.60 0.60 0.15 0.24 0.25 0.08 0.00 0.19 0.10 0.00 0.10 Avail Cap(c_a), veh/h 517 726 660 319 726 674 732 0 792 665 0 836 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.6 13.6 13.6 18.2 11.7 11.8 7.9 0.0 7.5 8.7 0.0 7.2 Incr Delay (d2), s/veh 0.1 1.0 1.1 0.2 0.2 0.2 0.2 0.0 0.5 0.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 4.3 4.0 0.5 1.4 1.4 0.5 0.0 1.3 0.6 0.0 0.7 LnGrp Delay(d),s/veh 13.7 14.5 14.7 18.4 11.9 12.0 8.1 0.0 8.0 9.0 0.0 7.4 LnGrp LOS B B B B B B A A A A Approach Vol, veh/h 754 324 204 144 Approach Delay, s/veh 14.6 12.8 8.0 8.1 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 28.3 21.7 28.3 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 20.5 20.5 20.5 Max Q Clear Time (g_c+I1), s 4.6 10.6 6.1 13.0 Green Ext Time (p_c), s 1.6 4.7 1.5 3.9 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2016 Existing PM.syn 2: City Park Avenue & Elizabeth Street 11/10/2016 2016 Existing PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 459 85 86 491 89 113 112 85 74 106 67 Future Volume (veh/h) 77 459 85 86 491 89 113 112 85 74 106 67 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) 0.99 0.93 0.99 0.85 0.98 0.96 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 104 510 100 104 534 100 128 124 100 88 139 72 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.74 0.90 0.85 0.83 0.92 0.89 0.88 0.90 0.85 0.84 0.76 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 318 1141 222 329 1132 210 559 429 346 546 521 270 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 782 2912 567 799 2889 537 1147 936 755 1134 1138 589 Grp Volume(v), veh/h 104 309 301 104 325 309 128 0 224 88 0 211 Grp Sat Flow(s),veh/h/ln 782 1770 1709 799 1770 1656 1147 0 1691 1134 0 1727 Q Serve(g_s), s 6.9 7.7 7.8 6.6 8.2 8.4 4.7 0.0 5.0 3.2 0.0 4.5 Cycle Q Clear(g_c), s 15.2 7.7 7.8 14.4 8.2 8.4 9.2 0.0 5.0 8.1 0.0 4.5 Prop In Lane 1.00 0.33 1.00 0.32 1.00 0.45 1.00 0.34 Lane Grp Cap(c), veh/h 318 693 670 329 693 649 559 0 775 546 0 791 V/C Ratio(X) 0.33 0.44 0.45 0.32 0.47 0.48 0.23 0.00 0.29 0.16 0.00 0.27 Avail Cap(c_a), veh/h 370 811 783 382 811 759 559 0 775 546 0 791 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.74 0.74 0.74 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.3 13.4 13.5 18.8 13.6 13.6 12.9 0.0 10.2 12.7 0.0 10.0 Incr Delay (d2), s/veh 0.6 0.4 0.5 0.4 0.4 0.4 1.0 0.0 0.9 0.6 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 3.8 3.8 1.5 4.0 3.8 1.6 0.0 2.5 1.1 0.0 2.3 LnGrp Delay(d),s/veh 19.9 13.9 13.9 19.2 14.0 14.0 13.8 0.0 11.1 13.3 0.0 10.9 LnGrp LOS B B B B B B B B B B Approach Vol, veh/h 714 738 352 299 Approach Delay, s/veh 14.8 14.7 12.1 11.6 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 32.0 28.0 32.0 28.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 27.5 23.5 27.5 Max Q Clear Time (g_c+I1), s 11.2 17.2 10.1 16.4 Green Ext Time (p_c), s 3.0 6.3 3.1 6.6 Intersection Summary HCM 2010 Ctrl Delay 13.9 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2018 Background AM.syn 2: City Park Avenue & Elizabeth Street 11/21/2016 2018 Background AM 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 528 94 26 213 50 29 46 64 49 42 25 Future Volume (veh/h) 51 528 94 26 213 50 29 46 64 49 42 25 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) 0.98 0.81 0.99 0.94 0.99 0.98 0.99 0.97 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 61 644 121 42 254 79 58 63 93 67 59 27 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.84 0.82 0.78 0.62 0.84 0.63 0.50 0.73 0.69 0.73 0.71 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 438 1023 191 262 945 285 706 310 458 639 555 254 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 1025 2858 535 694 2641 796 1295 671 990 1217 1200 549 Grp Volume(v), veh/h 61 398 367 42 168 165 58 0 156 67 0 86 Grp Sat Flow(s),veh/h/ln 1025 1770 1624 694 1770 1668 1295 0 1660 1217 0 1749 Q Serve(g_s), s 2.3 9.3 9.4 2.7 3.4 3.5 1.3 0.0 2.8 1.7 0.0 1.4 Cycle Q Clear(g_c), s 5.8 9.3 9.4 12.1 3.4 3.5 2.7 0.0 2.8 4.5 0.0 1.4 Prop In Lane 1.00 0.33 1.00 0.48 1.00 0.60 1.00 0.31 Lane Grp Cap(c), veh/h 438 633 581 262 633 597 706 0 768 639 0 808 V/C Ratio(X) 0.14 0.63 0.63 0.16 0.26 0.28 0.08 0.00 0.20 0.10 0.00 0.11 Avail Cap(c_a), veh/h 492 726 666 298 726 684 706 0 768 639 0 808 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.5 13.3 13.3 18.3 11.4 11.4 8.4 0.0 8.0 9.3 0.0 7.6 Incr Delay (d2), s/veh 0.1 1.4 1.6 0.3 0.2 0.2 0.2 0.0 0.6 0.3 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 4.8 4.4 0.5 1.7 1.6 0.5 0.0 1.4 0.6 0.0 0.7 LnGrp Delay(d),s/veh 13.7 14.7 14.9 18.6 11.6 11.7 8.6 0.0 8.6 9.7 0.0 7.9 LnGrp LOS B B B B B B A A A A Approach Vol, veh/h 826 375 214 153 Approach Delay, s/veh 14.7 12.4 8.6 8.6 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 27.6 22.4 27.6 22.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 20.5 20.5 20.5 Max Q Clear Time (g_c+I1), s 4.8 11.4 6.5 14.1 Green Ext Time (p_c), s 1.7 4.9 1.6 3.8 Intersection Summary HCM 2010 Ctrl Delay 12.7 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2018 Background PM.syn 2: City Park Avenue & Elizabeth Street 11/21/2016 2018 Background PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 511 89 90 546 93 118 117 89 78 111 73 Future Volume (veh/h) 84 511 89 90 546 93 118 117 89 78 111 73 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) 0.99 0.93 0.99 0.86 0.98 0.96 0.98 0.95 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 114 568 105 108 593 104 134 130 105 93 146 78 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.74 0.90 0.85 0.83 0.92 0.89 0.88 0.90 0.85 0.84 0.76 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 329 1263 232 340 1257 219 500 394 318 488 473 253 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.42 0.42 0.42 0.42 0.42 0.42 Sat Flow, veh/h 739 2946 542 756 2932 512 1133 934 755 1122 1123 600 Grp Volume(v), veh/h 114 340 333 108 357 340 134 0 235 93 0 224 Grp Sat Flow(s),veh/h/ln 739 1770 1719 756 1770 1674 1133 0 1689 1122 0 1723 Q Serve(g_s), s 7.8 8.2 8.2 7.1 8.7 8.7 5.4 0.0 5.6 3.6 0.0 5.2 Cycle Q Clear(g_c), s 16.6 8.2 8.2 15.3 8.7 8.7 10.5 0.0 5.6 9.3 0.0 5.2 Prop In Lane 1.00 0.32 1.00 0.31 1.00 0.45 1.00 0.35 Lane Grp Cap(c), veh/h 329 758 737 340 758 717 500 0 712 488 0 726 V/C Ratio(X) 0.35 0.45 0.45 0.32 0.47 0.47 0.27 0.00 0.33 0.19 0.00 0.31 Avail Cap(c_a), veh/h 376 870 845 388 870 823 500 0 712 488 0 726 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.68 0.68 0.68 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.2 12.1 12.2 17.6 12.3 12.3 15.0 0.0 11.7 14.8 0.0 11.5 Incr Delay (d2), s/veh 0.6 0.4 0.4 0.4 0.3 0.3 1.3 0.0 1.2 0.9 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 BackOfQ(50%),veh/ln 1.6 4.1 4.0 1.5 4.2 4.0 1.9 0.0 2.9 1.2 0.0 2.6 LnGrp Delay(d),s/veh 18.9 12.5 12.6 17.9 12.6 12.6 16.4 0.0 12.9 15.6 0.0 12.6 LnGrp LOS B B B B B B B B B B Approach Vol, veh/h 787 805 369 317 Approach Delay, s/veh 13.5 13.3 14.2 13.5 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 29.8 30.2 29.8 30.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 29.5 21.5 29.5 Max Q Clear Time (g_c+I1), s 12.5 18.6 11.3 17.3 Green Ext Time (p_c), s 2.7 7.1 2.9 7.7 Intersection Summary HCM 2010 Ctrl Delay 13.5 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2018 Total AM.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2018 Total AM 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 569 94 26 238 50 29 46 64 49 42 27 Future Volume (veh/h) 54 569 94 26 238 50 29 46 64 49 42 27 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) 0.98 0.82 0.99 0.95 0.99 0.98 0.99 0.97 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 64 694 121 42 283 79 58 63 93 67 59 29 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.84 0.82 0.78 0.62 0.84 0.63 0.50 0.73 0.69 0.73 0.71 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 445 1094 190 263 1021 278 679 298 439 614 519 255 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.44 0.44 0.44 0.44 0.44 0.44 Sat Flow, veh/h 1000 2908 506 663 2714 739 1292 670 990 1216 1169 574 Grp Volume(v), veh/h 64 422 393 42 182 180 58 0 156 67 0 88 Grp Sat Flow(s),veh/h/ln 1000 1770 1644 663 1770 1683 1292 0 1660 1216 0 1743 Q Serve(g_s), s 2.4 9.8 9.8 2.8 3.6 3.7 1.4 0.0 2.9 1.8 0.0 1.5 Cycle Q Clear(g_c), s 6.1 9.8 9.8 12.6 3.6 3.7 2.9 0.0 2.9 4.7 0.0 1.5 Prop In Lane 1.00 0.31 1.00 0.44 1.00 0.60 1.00 0.33 Lane Grp Cap(c), veh/h 445 666 618 263 666 633 679 0 737 614 0 774 V/C Ratio(X) 0.14 0.63 0.64 0.16 0.27 0.28 0.09 0.00 0.21 0.11 0.00 0.11 Avail Cap(c_a), veh/h 499 761 707 299 761 724 679 0 737 614 0 774 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.0 12.8 12.8 17.9 10.8 10.9 9.0 0.0 8.5 10.0 0.0 8.1 Incr Delay (d2), s/veh 0.1 1.4 1.5 0.3 0.2 0.2 0.2 0.0 0.7 0.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 4.9 4.6 0.5 1.8 1.7 0.5 0.0 1.4 0.7 0.0 0.8 LnGrp Delay(d),s/veh 13.2 14.2 14.3 18.2 11.1 11.1 9.2 0.0 9.2 10.3 0.0 8.4 LnGrp LOS B B B B B B A A B A Approach Vol, veh/h 879 404 214 155 Approach Delay, s/veh 14.2 11.8 9.2 9.3 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.7 23.3 26.7 23.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 21.5 19.5 21.5 Max Q Clear Time (g_c+I1), s 4.9 11.8 6.7 14.6 Green Ext Time (p_c), s 1.7 5.5 1.6 4.2 Intersection Summary HCM 2010 Ctrl Delay 12.5 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2018 Total PM.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2018 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 597 89 90 637 93 118 117 89 78 111 81 Future Volume (veh/h) 91 597 89 90 637 93 118 117 89 78 111 81 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) 0.99 0.93 0.99 0.87 0.98 0.95 0.98 0.95 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 123 663 105 108 692 104 134 130 105 93 146 87 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.74 0.90 0.85 0.83 0.92 0.89 0.88 0.90 0.85 0.84 0.76 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 327 1411 223 339 1406 211 442 358 289 439 412 245 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 676 3029 479 693 3019 453 1122 933 753 1120 1072 639 Grp Volume(v), veh/h 123 387 381 108 405 391 134 0 235 93 0 233 Grp Sat Flow(s),veh/h/ln 676 1770 1738 693 1770 1703 1122 0 1686 1120 0 1711 Q Serve(g_s), s 9.3 9.0 9.0 7.6 9.5 9.6 5.8 0.0 6.0 3.9 0.0 5.8 Cycle Q Clear(g_c), s 18.8 9.0 9.0 16.6 9.5 9.6 11.6 0.0 6.0 9.9 0.0 5.8 Prop In Lane 1.00 0.28 1.00 0.27 1.00 0.45 1.00 0.37 Lane Grp Cap(c), veh/h 327 824 810 339 824 793 442 0 648 439 0 657 V/C Ratio(X) 0.38 0.47 0.47 0.32 0.49 0.49 0.30 0.00 0.36 0.21 0.00 0.35 Avail Cap(c_a), veh/h 356 900 884 368 900 865 442 0 648 439 0 657 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.57 0.57 0.57 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.6 11.0 11.0 16.6 11.1 11.1 17.3 0.0 13.2 16.8 0.0 13.2 Incr Delay (d2), s/veh 0.7 0.4 0.4 0.3 0.3 0.3 1.8 0.0 1.6 1.1 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 4.4 4.3 1.5 4.7 4.5 2.0 0.0 3.0 1.3 0.0 3.0 LnGrp Delay(d),s/veh 18.3 11.4 11.4 16.9 11.4 11.4 19.1 0.0 14.8 17.9 0.0 14.7 LnGrp LOS B B B B B B B B B B Approach Vol, veh/h 891 904 369 326 Approach Delay, s/veh 12.3 12.0 16.3 15.6 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 27.5 32.5 27.5 32.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 30.5 20.5 30.5 Max Q Clear Time (g_c+I1), s 13.6 20.8 11.9 18.6 Green Ext Time (p_c), s 2.3 7.1 2.7 8.4 Intersection Summary HCM 2010 Ctrl Delay 13.2 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2035 Background AM.syn 2: City Park Avenue & Elizabeth Street 11/21/2016 2035 Background AM 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 777 141 39 304 75 44 69 96 74 63 37 Future Volume (veh/h) 76 777 141 39 304 75 44 69 96 74 63 37 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) 0.99 0.84 1.00 0.95 0.99 0.98 0.99 0.97 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 83 845 153 42 330 82 48 75 104 80 68 40 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 472 1222 221 247 1177 287 598 278 385 532 433 255 Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 958 2896 524 560 2790 680 1268 697 966 1190 1088 640 Grp Volume(v), veh/h 83 516 482 42 207 205 48 0 179 80 0 108 Grp Sat Flow(s),veh/h/ln 958 1770 1651 560 1770 1701 1268 0 1663 1190 0 1728 Q Serve(g_s), s 3.1 11.9 11.9 3.3 3.8 4.0 1.3 0.0 3.6 2.4 0.0 2.0 Cycle Q Clear(g_c), s 7.1 11.9 11.9 15.2 3.8 4.0 3.3 0.0 3.6 6.1 0.0 2.0 Prop In Lane 1.00 0.32 1.00 0.40 1.00 0.58 1.00 0.37 Lane Grp Cap(c), veh/h 472 746 696 247 746 717 598 0 662 532 0 688 V/C Ratio(X) 0.18 0.69 0.69 0.17 0.28 0.29 0.08 0.00 0.27 0.15 0.00 0.16 Avail Cap(c_a), veh/h 499 796 743 263 796 765 598 0 662 532 0 688 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.8 11.8 11.8 18.0 9.5 9.5 10.7 0.0 10.1 12.2 0.0 9.7 Incr Delay (d2), s/veh 0.2 2.4 2.6 0.3 0.2 0.2 0.3 0.0 1.0 0.6 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 6.2 5.8 0.5 1.9 1.9 0.5 0.0 1.8 0.9 0.0 1.1 LnGrp Delay(d),s/veh 12.0 14.2 14.4 18.3 9.7 9.7 11.0 0.0 11.1 12.8 0.0 10.1 LnGrp LOS B B B B A A B B B B Approach Vol, veh/h 1081 454 227 188 Approach Delay, s/veh 14.1 10.5 11.1 11.3 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 24.4 25.6 24.4 25.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 22.5 18.5 22.5 Max Q Clear Time (g_c+I1), s 5.6 13.9 8.1 17.2 Green Ext Time (p_c), s 1.9 5.8 1.7 3.9 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2035 Background PM.syn 2: City Park Avenue & Elizabeth Street 11/21/2016 2035 Background PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 124 750 133 135 802 140 177 176 133 116 166 108 Future Volume (veh/h) 124 750 133 135 802 140 177 176 133 116 166 108 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 0.94 1.00 0.88 0.98 0.95 0.99 0.95 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 135 815 145 147 872 152 192 191 145 126 180 117 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 283 1502 267 305 1489 260 338 330 251 306 355 231 Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.51 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 547 2969 528 581 2945 513 1060 960 729 1025 1030 670 Grp Volume(v), veh/h 135 486 474 147 524 500 192 0 336 126 0 297 Grp Sat Flow(s),veh/h/ln 547 1770 1728 581 1770 1688 1060 0 1688 1025 0 1700 Q Serve(g_s), s 13.8 11.2 11.2 13.9 12.5 12.5 10.5 0.0 9.8 6.9 0.0 8.3 Cycle Q Clear(g_c), s 26.3 11.2 11.2 25.1 12.5 12.5 18.9 0.0 9.8 16.7 0.0 8.3 Prop In Lane 1.00 0.31 1.00 0.30 1.00 0.43 1.00 0.39 Lane Grp Cap(c), veh/h 283 895 874 305 895 854 338 0 581 306 0 585 V/C Ratio(X) 0.48 0.54 0.54 0.48 0.59 0.59 0.57 0.00 0.58 0.41 0.00 0.51 Avail Cap(c_a), veh/h 284 900 878 307 900 858 338 0 581 306 0 585 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.6 10.1 10.1 18.6 10.4 10.4 23.1 0.0 16.1 22.9 0.0 15.6 Incr Delay (d2), s/veh 1.2 0.7 0.7 1.2 1.0 1.0 6.8 0.0 4.2 4.1 0.0 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 5.6 5.4 2.3 6.2 5.9 3.7 0.0 5.2 2.3 0.0 4.4 LnGrp Delay(d),s/veh 20.9 10.8 10.8 19.8 11.4 11.4 29.9 0.0 20.3 27.0 0.0 18.8 LnGrp LOS C B B B B B C C C B Approach Vol, veh/h 1095 1171 528 423 Approach Delay, s/veh 12.0 12.5 23.8 21.2 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 25.2 34.8 25.2 34.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 30.5 20.5 30.5 Max Q Clear Time (g_c+I1), s 20.9 28.3 18.7 27.1 Green Ext Time (p_c), s 0.0 2.1 1.0 3.1 Intersection Summary HCM 2010 Ctrl Delay 15.3 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2035 Total AM.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 818 141 39 329 75 44 69 96 74 63 39 Future Volume (veh/h) 79 818 141 39 329 75 44 69 96 74 63 39 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) 0.99 0.93 1.00 0.87 0.98 0.95 0.98 0.95 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 86 889 153 42 358 82 48 75 104 80 68 42 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 462 1344 231 237 1255 281 567 275 381 503 422 261 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 932 2984 514 538 2785 623 1247 688 953 1176 1057 653 Grp Volume(v), veh/h 86 527 515 42 224 216 48 0 179 80 0 110 Grp Sat Flow(s),veh/h/ln 932 1770 1728 538 1770 1639 1247 0 1641 1176 0 1709 Q Serve(g_s), s 3.9 14.0 14.0 4.0 4.8 5.0 1.5 0.0 4.4 3.0 0.0 2.5 Cycle Q Clear(g_c), s 8.9 14.0 14.0 18.0 4.8 5.0 4.0 0.0 4.4 7.4 0.0 2.5 Prop In Lane 1.00 0.30 1.00 0.38 1.00 0.58 1.00 0.38 Lane Grp Cap(c), veh/h 462 797 779 237 797 738 567 0 656 503 0 683 V/C Ratio(X) 0.19 0.66 0.66 0.18 0.28 0.29 0.08 0.00 0.27 0.16 0.00 0.16 Avail Cap(c_a), veh/h 516 900 879 268 900 833 567 0 656 503 0 683 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.2 12.9 12.9 19.9 10.4 10.4 12.9 0.0 12.1 14.6 0.0 11.6 Incr Delay (d2), s/veh 0.2 1.5 1.6 0.4 0.2 0.2 0.3 0.0 1.0 0.7 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 7.1 6.9 0.6 2.3 2.3 0.6 0.0 2.2 1.0 0.0 1.3 LnGrp Delay(d),s/veh 13.4 14.4 14.5 20.3 10.6 10.6 13.1 0.0 13.2 15.3 0.0 12.1 LnGrp LOS B B B C B B B B B B Approach Vol, veh/h 1128 482 227 190 Approach Delay, s/veh 14.4 11.4 13.2 13.4 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 28.5 31.5 28.5 31.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 30.5 20.5 30.5 Max Q Clear Time (g_c+I1), s 6.4 16.0 9.4 20.0 Green Ext Time (p_c), s 2.0 8.9 1.8 7.1 Intersection Summary HCM 2010 Ctrl Delay 13.5 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2035 Total PM.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 836 133 135 893 140 177 176 133 116 166 116 Future Volume (veh/h) 131 836 133 135 893 140 177 176 133 116 166 116 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 0.94 1.00 0.88 0.98 0.95 0.98 0.94 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 142 909 145 147 971 152 192 191 145 126 180 126 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 269 1589 253 291 1578 247 305 312 236 281 323 226 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 499 3027 483 532 3005 470 1050 959 728 1023 995 696 Grp Volume(v), veh/h 142 531 523 147 571 552 192 0 336 126 0 306 Grp Sat Flow(s),veh/h/ln 499 1770 1741 532 1770 1705 1050 0 1686 1023 0 1691 Q Serve(g_s), s 16.8 12.2 12.2 15.6 13.6 13.6 10.6 0.0 10.1 7.1 0.0 8.9 Cycle Q Clear(g_c), s 30.4 12.2 12.2 27.8 13.6 13.6 19.5 0.0 10.1 17.2 0.0 8.9 Prop In Lane 1.00 0.28 1.00 0.28 1.00 0.43 1.00 0.41 Lane Grp Cap(c), veh/h 269 929 914 291 929 895 305 0 548 281 0 550 V/C Ratio(X) 0.53 0.57 0.57 0.51 0.61 0.62 0.63 0.00 0.61 0.45 0.00 0.56 Avail Cap(c_a), veh/h 269 929 914 291 929 895 305 0 548 281 0 550 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.7 9.7 9.7 19.1 10.0 10.0 24.9 0.0 17.1 24.3 0.0 16.7 Incr Delay (d2), s/veh 1.9 0.8 0.9 1.4 1.2 1.3 9.5 0.0 5.1 5.1 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 6.1 6.0 2.4 6.8 6.6 4.0 0.0 5.4 2.4 0.0 4.8 LnGrp Delay(d),s/veh 22.6 10.5 10.5 20.5 11.2 11.3 34.4 0.0 22.1 29.4 0.0 20.7 LnGrp LOS C B B C B B C C C C Approach Vol, veh/h 1196 1270 528 432 Approach Delay, s/veh 12.0 12.3 26.6 23.3 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 24.0 36.0 24.0 36.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 31.5 19.5 31.5 Max Q Clear Time (g_c+I1), s 21.5 32.4 19.2 29.8 Green Ext Time (p_c), s 0.0 0.0 0.2 1.6 Intersection Summary HCM 2010 Ctrl Delay 15.8 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2018 Total AM Imp.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2018 Total AM Imp 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 569 94 26 238 50 29 46 64 49 42 27 Future Volume (veh/h) 54 569 94 26 238 50 29 46 64 49 42 27 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) 0.99 0.85 1.00 0.95 0.98 0.96 0.98 0.95 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 64 694 121 42 283 79 58 63 93 67 59 29 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.84 0.82 0.78 0.62 0.84 0.63 0.50 0.73 0.69 0.73 0.71 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 454 675 118 144 623 174 574 245 361 510 429 211 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 1005 1500 261 667 1385 387 1280 662 977 1206 1159 570 Grp Volume(v), veh/h 64 0 815 42 0 362 58 0 156 67 0 88 Grp Sat Flow(s),veh/h/ln 1005 0 1761 667 0 1772 1280 0 1639 1206 0 1728 Q Serve(g_s), s 2.4 0.0 22.5 0.0 0.0 7.1 1.6 0.0 3.3 2.0 0.0 1.7 Cycle Q Clear(g_c), s 9.4 0.0 22.5 22.5 0.0 7.1 3.3 0.0 3.3 5.4 0.0 1.7 Prop In Lane 1.00 0.15 1.00 0.22 1.00 0.60 1.00 0.33 Lane Grp Cap(c), veh/h 454 0 792 144 0 797 574 0 606 510 0 640 V/C Ratio(X) 0.14 0.00 1.03 0.29 0.00 0.45 0.10 0.00 0.26 0.13 0.00 0.14 Avail Cap(c_a), veh/h 454 0 792 144 0 797 574 0 606 510 0 640 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.8 0.0 13.8 25.0 0.0 9.5 11.5 0.0 11.0 12.8 0.0 10.5 Incr Delay (d2), s/veh 0.1 0.0 39.5 1.1 0.0 0.4 0.4 0.0 1.0 0.5 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 19.5 0.6 0.0 3.5 0.6 0.0 1.6 0.7 0.0 0.9 LnGrp Delay(d),s/veh 12.9 0.0 53.2 26.1 0.0 9.9 11.9 0.0 12.0 13.4 0.0 10.9 LnGrp LOS B F C A B B B B Approach Vol, veh/h 879 404 214 155 Approach Delay, s/veh 50.3 11.6 12.0 12.0 Approach LOS D B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 27.0 23.0 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 22.5 18.5 22.5 Max Q Clear Time (g_c+I1), s 5.3 24.5 7.4 24.5 Green Ext Time (p_c), s 1.6 0.0 1.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 32.3 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 2018 Total PM Imp.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2018 Total PM Imp 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 597 89 90 637 93 118 117 89 78 111 81 Future Volume (veh/h) 91 597 89 90 637 93 118 117 89 78 111 81 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 0.94 1.00 0.88 0.96 0.91 0.96 0.90 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 123 663 105 108 692 104 134 130 105 93 146 87 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.74 0.90 0.85 0.83 0.92 0.89 0.88 0.90 0.85 0.84 0.76 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 238 842 133 260 841 126 336 281 227 332 323 193 Arrive On Green 0.54 0.54 0.54 0.54 0.54 0.54 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 679 1555 246 697 1552 233 1098 910 735 1096 1049 625 Grp Volume(v), veh/h 123 0 768 108 0 796 134 0 235 93 0 233 Grp Sat Flow(s),veh/h/ln 679 0 1801 697 0 1786 1098 0 1645 1096 0 1674 Q Serve(g_s), s 10.4 0.0 20.4 8.8 0.0 22.1 6.7 0.0 6.9 4.5 0.0 6.7 Cycle Q Clear(g_c), s 32.5 0.0 20.4 29.2 0.0 22.1 13.4 0.0 6.9 11.4 0.0 6.7 Prop In Lane 1.00 0.14 1.00 0.13 1.00 0.45 1.00 0.37 Lane Grp Cap(c), veh/h 238 0 975 260 0 967 336 0 507 332 0 516 V/C Ratio(X) 0.52 0.00 0.79 0.42 0.00 0.82 0.40 0.00 0.46 0.28 0.00 0.45 Avail Cap(c_a), veh/h 238 0 975 260 0 967 336 0 507 332 0 516 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.0 0.0 11.0 22.7 0.0 11.4 22.1 0.0 16.7 21.3 0.0 16.7 Incr Delay (d2), s/veh 2.0 0.0 4.4 1.1 0.0 5.8 3.5 0.0 3.0 2.1 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 11.2 1.8 0.0 12.2 2.3 0.0 3.6 1.5 0.0 3.5 LnGrp Delay(d),s/veh 27.0 0.0 15.3 23.7 0.0 17.2 25.6 0.0 19.8 23.4 0.0 19.5 LnGrp LOS C B C B C B C B Approach Vol, veh/h 891 904 369 326 Approach Delay, s/veh 17.0 18.0 21.9 20.6 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 15.4 34.5 13.4 31.2 Green Ext Time (p_c), s 1.2 0.0 1.9 1.1 Intersection Summary HCM 2010 Ctrl Delay 18.5 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 2035 Total AM Road Diet.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 818 141 39 329 75 44 69 96 74 63 39 Future Volume (veh/h) 79 818 141 39 329 75 44 69 96 74 63 39 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) 0.99 0.94 1.00 0.88 0.95 0.91 0.96 0.90 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 86 889 153 42 358 82 48 75 104 80 68 42 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 484 830 143 120 773 177 434 205 285 373 318 197 Arrive On Green 0.54 0.54 0.54 0.54 0.54 0.54 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 938 1533 264 539 1428 327 1210 666 923 1147 1032 638 Grp Volume(v), veh/h 86 0 1042 42 0 440 48 0 179 80 0 110 Grp Sat Flow(s),veh/h/ln 938 0 1796 539 0 1755 1210 0 1589 1147 0 1670 Q Serve(g_s), s 3.7 0.0 32.5 0.0 0.0 9.2 1.8 0.0 5.3 3.5 0.0 2.9 Cycle Q Clear(g_c), s 12.9 0.0 32.5 32.5 0.0 9.2 4.8 0.0 5.3 8.8 0.0 2.9 Prop In Lane 1.00 0.15 1.00 0.19 1.00 0.58 1.00 0.38 Lane Grp Cap(c), veh/h 484 0 973 120 0 950 434 0 490 373 0 515 V/C Ratio(X) 0.18 0.00 1.07 0.35 0.00 0.46 0.11 0.00 0.37 0.21 0.00 0.21 Avail Cap(c_a), veh/h 484 0 973 120 0 950 434 0 490 373 0 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.4 0.0 13.8 30.0 0.0 8.4 17.1 0.0 16.2 19.6 0.0 15.4 Incr Delay (d2), s/veh 0.2 0.0 49.8 1.7 0.0 0.4 0.5 0.0 2.1 1.3 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 29.1 0.7 0.0 4.5 0.7 0.0 2.6 1.2 0.0 1.5 LnGrp Delay(d),s/veh 12.5 0.0 63.5 31.7 0.0 8.8 17.6 0.0 18.3 20.9 0.0 16.3 LnGrp LOS B F C A B B C B Approach Vol, veh/h 1128 482 227 190 Approach Delay, s/veh 59.6 10.8 18.1 18.2 Approach LOS E B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 7.3 34.5 10.8 34.5 Green Ext Time (p_c), s 1.8 0.0 1.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 39.5 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 2035 Total PM Road Diet.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 836 133 135 893 140 177 176 133 116 166 116 Future Volume (veh/h) 131 836 133 135 893 140 177 176 133 116 166 116 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 0.94 1.00 0.88 0.97 0.91 0.97 0.90 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 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 142 909 145 147 971 152 192 191 145 126 180 126 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 120 841 134 120 835 131 277 289 220 253 300 210 Arrive On Green 0.54 0.54 0.54 0.54 0.54 0.54 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 499 1553 248 533 1542 241 1035 939 713 1010 974 682 Grp Volume(v), veh/h 142 0 1054 147 0 1123 192 0 336 126 0 306 Grp Sat Flow(s),veh/h/ln 499 0 1801 533 0 1783 1035 0 1652 1010 0 1656 Q Serve(g_s), s 0.0 0.0 32.5 0.0 0.0 32.5 9.1 0.0 10.6 7.4 0.0 9.4 Cycle Q Clear(g_c), s 32.5 0.0 32.5 32.5 0.0 32.5 18.5 0.0 10.6 18.0 0.0 9.4 Prop In Lane 1.00 0.14 1.00 0.14 1.00 0.43 1.00 0.41 Lane Grp Cap(c), veh/h 120 0 975 120 0 966 277 0 509 253 0 511 V/C Ratio(X) 1.18 0.00 1.08 1.22 0.00 1.16 0.69 0.00 0.66 0.50 0.00 0.60 Avail Cap(c_a), veh/h 120 0 975 120 0 966 277 0 509 253 0 511 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.0 0.0 13.8 30.0 0.0 13.8 26.3 0.0 18.0 25.8 0.0 17.6 Incr Delay (d2), s/veh 139.7 0.0 53.2 154.7 0.0 84.7 13.4 0.0 6.6 6.9 0.0 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.0 30.1 7.1 0.0 38.3 4.2 0.0 5.7 2.5 0.0 5.0 LnGrp Delay(d),s/veh 169.7 0.0 66.9 184.7 0.0 98.5 39.7 0.0 24.6 32.7 0.0 22.7 LnGrp LOS F F F F D C C C Approach Vol, veh/h 1196 1270 528 432 Approach Delay, s/veh 79.1 108.5 30.1 25.6 Approach LOS E F C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 20.5 34.5 20.0 34.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 75.7 HCM 2010 LOS E HCM Unsignalized Intersection Capacity Analysis 2018 Total AM.syn 3: Access & Elizabeth Street 05/22/2017 2018 Total AM 10/19/2016 Synchro 9 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 634 25 31 232 26 51 Future Volume (Veh/h) 634 25 31 232 26 51 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 689 27 34 252 28 55 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 573 pX, platoon unblocked vC, conflicting volume 716 896 358 vC1, stage 1 conf vol 702 vC2, stage 2 conf vol 194 vCu, unblocked vol 716 896 358 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 % 96 93 91 cM capacity (veh/h) 880 426 638 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 Volume Total 459 257 34 126 126 83 Volume Left 0 0 34 0 0 28 Volume Right 0 27 0 0 0 55 cSH 1700 1700 880 1700 1700 547 Volume to Capacity 0.27 0.15 0.04 0.07 0.07 0.15 Queue Length 95th (ft) 0 0 3 0 0 13 Control Delay (s) 0.0 0.0 9.3 0.0 0.0 12.8 Lane LOS A B Approach Delay (s) 0.0 1.1 12.8 Approach LOS B Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 36.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2018 Total PM.syn 3: Access & Elizabeth Street 05/22/2017 2018 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 630 74 120 683 70 113 Future Volume (Veh/h) 630 74 120 683 70 113 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 685 80 130 742 76 123 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) 553 pX, platoon unblocked 0.91 vC, conflicting volume 765 1356 382 vC1, stage 1 conf vol 725 vC2, stage 2 conf vol 631 vCu, unblocked vol 765 1192 382 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 % 85 78 80 cM capacity (veh/h) 844 349 616 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 Volume Total 457 308 130 371 371 199 Volume Left 0 0 130 0 0 76 Volume Right 0 80 0 0 0 123 cSH 1700 1700 844 1700 1700 476 Volume to Capacity 0.27 0.18 0.15 0.22 0.22 0.42 Queue Length 95th (ft) 0 0 14 0 0 51 Control Delay (s) 0.0 0.0 10.0 0.0 0.0 17.9 Lane LOS B C Approach Delay (s) 0.0 1.5 17.9 Approach LOS C Intersection Summary Average Delay 2.6 Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2035 Total AM.syn 3: Access & Elizabeth Street 05/22/2017 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 954 25 34 349 26 51 Future Volume (Veh/h) 954 25 34 349 26 51 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1037 27 37 379 28 55 Pedestrians 9 9 9 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 1 1 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 533 pX, platoon unblocked vC, conflicting volume 1073 1332 550 vC1, stage 1 conf vol 1060 vC2, stage 2 conf vol 272 vCu, unblocked vol 1073 1332 550 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 % 94 90 88 cM capacity (veh/h) 640 276 471 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 Volume Total 691 373 37 190 190 83 Volume Left 0 0 37 0 0 28 Volume Right 0 27 0 0 0 55 cSH 1700 1700 640 1700 1700 380 Volume to Capacity 0.41 0.22 0.06 0.11 0.11 0.22 Queue Length 95th (ft) 0 0 5 0 0 20 Control Delay (s) 0.0 0.0 11.0 0.0 0.0 17.1 Lane LOS B C Approach Delay (s) 0.0 1.0 17.1 Approach LOS C Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2035 Total PM.syn 3: Access & Elizabeth Street 05/22/2017 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 954 74 120 1032 70 113 Future Volume (Veh/h) 954 74 120 1032 70 113 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1037 80 130 1122 76 123 Pedestrians 17 17 17 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 2 2 2 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 540 pX, platoon unblocked 0.82 vC, conflicting volume 1134 1932 592 vC1, stage 1 conf vol 1094 vC2, stage 2 conf vol 838 vCu, unblocked vol 1134 1697 592 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 % 78 67 72 cM capacity (veh/h) 602 230 435 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 Volume Total 691 426 130 561 561 199 Volume Left 0 0 130 0 0 76 Volume Right 0 80 0 0 0 123 cSH 1700 1700 602 1700 1700 325 Volume to Capacity 0.41 0.25 0.22 0.33 0.33 0.61 Queue Length 95th (ft) 0 0 20 0 0 96 Control Delay (s) 0.0 0.0 12.6 0.0 0.0 32.2 Lane LOS B D Approach Delay (s) 0.0 1.3 32.2 Approach LOS D Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2018 Total AM Imp.syn 3: Access & Elizabeth Street 05/22/2017 2018 Total AM Imp 10/19/2016 Synchro 9 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 634 25 31 232 26 51 Future Volume (Veh/h) 634 25 31 232 26 51 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 689 27 34 252 28 55 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 533 pX, platoon unblocked vC, conflicting volume 716 1022 702 vC1, stage 1 conf vol 702 vC2, stage 2 conf vol 320 vCu, unblocked vol 716 1022 702 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 % 96 94 87 cM capacity (veh/h) 885 444 438 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 716 34 252 83 Volume Left 0 34 0 28 Volume Right 27 0 0 55 cSH 1700 885 1700 440 Volume to Capacity 0.42 0.04 0.15 0.19 Queue Length 95th (ft) 0 3 0 17 Control Delay (s) 0.0 9.2 0.0 15.1 Lane LOS A C Approach Delay (s) 0.0 1.1 15.1 Approach LOS C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2018 Total PM Imp.syn 3: Access & Elizabeth Street 05/22/2017 2018 Total PM Imp 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 630 74 120 683 70 113 Future Volume (Veh/h) 630 74 120 683 70 113 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 685 80 130 742 76 123 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 533 pX, platoon unblocked 0.68 vC, conflicting volume 765 1727 725 vC1, stage 1 conf vol 725 vC2, stage 2 conf vol 1002 vCu, unblocked vol 765 1835 725 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 % 85 67 71 cM capacity (veh/h) 848 227 425 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 765 130 742 199 Volume Left 0 130 0 76 Volume Right 80 0 0 123 cSH 1700 848 1700 319 Volume to Capacity 0.45 0.15 0.44 0.62 Queue Length 95th (ft) 0 13 0 98 Control Delay (s) 0.0 10.0 0.0 33.3 Lane LOS B D Approach Delay (s) 0.0 1.5 33.3 Approach LOS D Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2035 Total AM Road Diet.syn 3: Access & Elizabeth Street 05/22/2017 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 954 25 34 349 26 51 Future Volume (Veh/h) 954 25 34 349 26 51 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1037 27 37 379 28 55 Pedestrians 9 9 9 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 1 1 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 533 pX, platoon unblocked 0.95 vC, conflicting volume 1073 1522 1068 vC1, stage 1 conf vol 1060 vC2, stage 2 conf vol 462 vCu, unblocked vol 1073 1523 1068 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 % 94 91 79 cM capacity (veh/h) 644 297 265 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 1064 37 379 83 Volume Left 0 37 0 28 Volume Right 27 0 0 55 cSH 1700 644 1700 275 Volume to Capacity 0.63 0.06 0.22 0.30 Queue Length 95th (ft) 0 5 0 31 Control Delay (s) 0.0 10.9 0.0 23.7 Lane LOS B C Approach Delay (s) 0.0 1.0 23.7 Approach LOS C Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 2035 Total PM Road Diet.syn 3: Access & Elizabeth Street 05/22/2017 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 954 74 120 1032 70 113 Future Volume (Veh/h) 954 74 120 1032 70 113 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1037 80 130 1122 76 123 Pedestrians 17 17 17 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 2 2 2 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 540 pX, platoon unblocked 0.47 vC, conflicting volume 1134 2493 1111 vC1, stage 1 conf vol 1094 vC2, stage 2 conf vol 1399 vCu, unblocked vol 1134 3593 1111 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 % 79 13 50 cM capacity (veh/h) 606 87 246 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 1117 130 1122 199 Volume Left 0 130 0 76 Volume Right 80 0 0 123 cSH 1700 606 1700 145 Volume to Capacity 0.66 0.21 0.66 1.37 Queue Length 95th (ft) 0 20 0 317 Control Delay (s) 0.0 12.6 0.0 263.7 Lane LOS B F Approach Delay (s) 0.0 1.3 263.7 Approach LOS F Intersection Summary Average Delay 21.1 Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period (min) 15 Kimley-Horn and Associates, Inc. 168450001 – The Hub APPENDIX E Queue Analysis Worksheets Queues 2018 Total AM.syn 1: Shields Street & Elizabeth Street 05/22/2017 2018 Total AM 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 280 288 408 38 45 156 1345 12 826 168 v/c Ratio 0.85 0.86 0.79 0.30 0.18 0.40 0.64 0.06 0.47 0.20 Control Delay 66.7 66.8 17.4 53.9 35.4 12.7 17.3 10.6 20.8 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.7 66.8 17.4 53.9 35.4 12.7 17.3 10.6 20.8 3.6 Queue Length 50th (ft) 200 206 14 26 10 45 300 3 204 0 Queue Length 95th (ft) 234 164 42 40 5 81 371 5 290 34 Internal Link Dist (ft) 1229 111 371 498 Turn Bay Length (ft) 125 50 250 250 375 Base Capacity (vph) 343 351 525 289 545 427 2114 218 1764 861 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.82 0.78 0.13 0.08 0.37 0.64 0.06 0.47 0.20 Intersection Summary Queues 2018 Total PM.syn 1: Shields Street & Elizabeth Street 05/22/2017 2018 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 232 238 539 100 76 440 1386 12 1199 488 v/c Ratio 0.60 0.61 1.12 0.56 0.22 1.01 0.76 0.08 1.10 0.60 Control Delay 42.0 42.1 92.8 62.9 39.5 81.0 27.6 16.3 97.8 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 42.1 92.8 62.9 39.5 81.0 27.6 16.3 97.8 6.3 Queue Length 50th (ft) 140 143 ~175 75 22 ~296 393 4 ~554 0 Queue Length 95th (ft) 202 185 #329 125 45 #549 #674 8 #691 59 Internal Link Dist (ft) 1229 111 371 498 Turn Bay Length (ft) 125 50 250 250 375 Base Capacity (vph) 385 390 483 265 499 436 1830 156 1091 808 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.61 1.12 0.38 0.15 1.01 0.76 0.08 1.10 0.60 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2018 Total AM Imp.syn 1: Shields Street & Elizabeth Street 05/22/2017 2018 Total AM Imp 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 459 109 408 38 45 156 1345 12 826 168 v/c Ratio 0.83 0.34 0.71 0.22 0.22 0.36 0.59 0.05 0.43 0.18 Control Delay 58.3 43.6 15.8 33.9 37.5 9.7 13.4 8.2 17.0 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.3 43.6 15.8 33.9 37.5 9.7 13.4 8.2 17.0 3.0 Queue Length 50th (ft) 162 69 49 20 10 39 257 3 181 0 Queue Length 95th (ft) 172 71 72 31 5 68 323 5 264 31 Internal Link Dist (ft) 302 111 371 498 Turn Bay Length (ft) 125 125 50 250 250 375 Base Capacity (vph) 577 346 641 344 545 499 2275 245 1931 917 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.32 0.64 0.11 0.08 0.31 0.59 0.05 0.43 0.18 Intersection Summary Queues 2018 Total PM Imp.syn 1: Shields Street & Elizabeth Street 05/22/2017 2018 Total PM Imp 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 415 55 539 100 76 440 1386 12 1199 488 v/c Ratio 0.84 0.23 0.81 0.38 0.50 0.83 0.62 0.05 0.91 0.56 Control Delay 64.3 43.4 35.8 38.5 56.9 45.7 16.6 12.5 47.6 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.3 43.4 35.8 38.5 56.9 45.7 16.6 12.5 47.6 5.4 Queue Length 50th (ft) 151 34 262 60 50 265 296 3 484 0 Queue Length 95th (ft) 196 m49 207 99 98 #458 512 6 #642 56 Internal Link Dist (ft) 192 111 371 498 Turn Bay Length (ft) 125 125 50 250 250 375 Base Capacity (vph) 514 279 663 345 263 529 2242 221 1324 864 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.20 0.81 0.29 0.29 0.83 0.62 0.05 0.91 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2035 Total AM.syn 1: Shields Street & Elizabeth Street 05/22/2017 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 537 93 488 38 26 218 1659 9 1249 225 v/c Ratio 0.85 0.28 0.83 0.24 0.16 0.52 0.50 0.04 0.47 0.20 Control Delay 58.6 39.5 30.0 38.5 37.9 52.7 11.9 10.2 20.8 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.6 39.5 30.0 38.5 37.9 52.7 11.9 10.2 20.8 1.5 Queue Length 50th (ft) 176 49 110 22 5 84 230 2 229 0 Queue Length 95th (ft) 238 m90 313 49 21 112 354 9 331 29 Internal Link Dist (ft) 212 111 371 498 Turn Bay Length (ft) 125 50 250 250 375 Base Capacity (vph) 672 364 685 316 446 674 3320 206 2664 1156 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.26 0.71 0.12 0.06 0.32 0.50 0.04 0.47 0.19 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues 2035 Total PM.syn 1: Shields Street & Elizabeth Street 05/22/2017 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 548 62 630 143 106 590 2115 10 1834 661 v/c Ratio 0.76 0.21 0.91 0.45 0.42 0.67 0.72 0.07 1.17 0.77 Control Delay 51.8 38.7 45.1 35.1 50.2 44.2 20.9 16.4 120.1 24.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.8 38.7 45.1 35.1 50.2 44.2 20.9 16.4 120.1 24.6 Queue Length 50th (ft) 193 35 276 81 35 206 389 3 ~651 305 Queue Length 95th (ft) 242 m64 #524 125 64 275 613 11 #785 465 Internal Link Dist (ft) 212 111 371 498 Turn Bay Length (ft) 125 50 250 250 375 Base Capacity (vph) 815 366 696 409 467 885 2954 149 1571 894 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.17 0.91 0.35 0.23 0.67 0.72 0.07 1.17 0.74 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 2018 Total AM.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2018 Total AM 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 64 815 42 362 58 156 67 88 v/c Ratio 0.18 0.65 0.26 0.28 0.10 0.19 0.12 0.11 Control Delay 10.8 14.5 14.3 8.5 9.9 5.5 10.2 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.8 14.5 14.3 8.5 9.9 5.5 10.2 7.4 Queue Length 50th (ft) 12 91 8 28 9 10 11 9 Queue Length 95th (ft) 27 108 16 42 15 28 25 23 Internal Link Dist (ft) 493 1229 296 251 Turn Bay Length (ft) 100 75 75 75 Base Capacity (vph) 423 1480 191 1501 586 811 552 814 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.55 0.22 0.24 0.10 0.19 0.12 0.11 Intersection Summary Queues 2018 Total PM.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2018 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 123 768 108 796 134 235 93 233 v/c Ratio 0.72 0.58 0.60 0.61 0.26 0.28 0.18 0.28 Control Delay 39.1 15.1 27.0 17.8 13.8 9.3 13.0 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.1 15.1 27.0 17.8 13.8 9.3 13.0 10.2 Queue Length 50th (ft) 37 107 54 206 27 31 18 35 Queue Length 95th (ft) 56 116 m73 m212 75 91 50 75 Internal Link Dist (ft) 473 1229 296 251 Turn Bay Length (ft) 100 75 75 75 Base Capacity (vph) 229 1762 242 1754 521 843 523 842 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.44 0.45 0.45 0.26 0.28 0.18 0.28 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues 2035 Total AM.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 86 1042 42 440 48 179 80 110 v/c Ratio 0.22 0.69 0.31 0.29 0.09 0.25 0.17 0.15 Control Delay 10.7 15.1 21.3 10.1 13.5 8.3 14.4 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.7 15.1 21.3 10.1 13.5 8.3 14.4 9.5 Queue Length 50th (ft) 18 138 16 79 11 20 18 15 Queue Length 95th (ft) 38 174 43 102 32 60 48 46 Internal Link Dist (ft) 453 937 296 251 Turn Bay Length (ft) 100 75 75 75 Base Capacity (vph) 453 1761 156 1741 509 725 475 735 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.59 0.27 0.25 0.09 0.25 0.17 0.15 Intersection Summary Queues 2035 Total PM.syn 2: City Park Avenue & Elizabeth Street 05/22/2017 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 142 1054 147 1123 192 336 126 306 v/c Ratio 0.95 0.62 0.86 0.66 0.61 0.51 0.43 0.47 Control Delay 84.7 12.1 56.2 15.7 28.5 16.3 21.9 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.7 12.1 56.2 15.7 28.5 16.3 21.9 15.6 Queue Length 50th (ft) 42 118 63 191 59 77 36 68 Queue Length 95th (ft) #144 169 m#164 297 #147 149 82 134 Internal Link Dist (ft) 460 937 296 251 Turn Bay Length (ft) 100 75 75 75 Base Capacity (vph) 159 1820 182 1811 315 655 293 651 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.89 0.58 0.81 0.62 0.61 0.51 0.43 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Kimley-Horn and Associates, Inc. 168450001 – The Hub APPENDIX F Conceptual Site Plan CONCRETE WALK L/S UTILITY ACCESS PLATES ADJACENT BUILDING ADJACENT ADJACENT BUILDING ADJACENT BUILDING AREA UNDER CONSTRUCTION ELIZABETH STREET PRIVATE DRIVE PROPOSED RETAIL FFE: 40.50 PROPOSED GARAGE FFE: 40.50 PROPOSED GARAGE FFE: VARIES TACO BELL EXHIBIT © HUB ON CAMPUS FT. COLLINS FORT COLLINS, CO 80521 UTILITY PLAN NORTH UTILITY LEGEND 29 206 235 Left 1 Thru 6 Right 7 Peds 8 Out In Total 36 22 58 Left 1 Thru 22 Right 0 Peds 106 OutTotal In 138 129 267 Peak Hour Begins at 04:30 PM Pedestrian/Bicycle Peak Hour Data North Morrison, CO 80465 199 46 245 Left 0 Thru 12 Right 10 Peds 4 Out In Total 4 26 30 Left 3 Thru 189 Right 0 Peds 89 OutTotal In 9 281 290 Peak Hour Begins at 08:00 AM Pedestrian/Bicycle Peak Hour Data North Morrison, CO 80465 1485 1541 3026 Left 296 Thru 30 Right 326 Out In Total 708 652 1360 Peak Hour Begins at 05:00 PM Auto Peak Hour Data North Morrison, CO 80465 Left 298 Thru 51 Right 258 OutTotal In 230 607 837 Peak Hour Begins at 07:45 AM Auto Peak Hour Data North Morrison, CO 80465 Out InTotal 22 142 164 Left 0 Thru 5 Right 2 Peds 33 Out In Total 25 40 65 Left 1 Thru 19 Right 0 Peds 30 OutTotal In 104 50 154 Peak Hour Begins at 05:00 PM Pedestrian/Bicycle Peak Hour Data North Morrison, CO 80465 17 Out InTotal 173 22 195 Left 0 Thru 2 Right 32 Peds 16 Out In Total 9 50 59 Left 1 Thru 136 Right 2 Peds 22 OutTotal In 6 161 167 Peak Hour Begins at 08:00 AM Pedestrian/Bicycle Peak Hour Data North Morrison, CO 80465 277 310 587 Left 77 Thru 459 Right 85 Out In Total 671 621 1292 Peak Hour Begins at 05:00 PM Auto Peak Hour Data North Morrison, CO 80465 47 Thru 478 Right 90 OutTotal In 225 615 840 Peak Hour Begins at 07:45 AM Auto Peak Hour Data North Morrison, CO 80465 125’ 275’ 11’ 465’ 250’ DL C 125’ 275’ DL 250’ 475’ Elizabeth/City Park Eastbound Left Westbound Left Northbound Left Southbound Left 100’/TWLTL 75’ 75’ 75’ 56’ 73’ 75’ 50’ 100’/TWLTL 75’ 75’ 75’ 144’ 164’ 147’ 82’ 100’/TWLTL 175’ 150’ 100’ Elizabeth/Access Westbound Left Northbound Approach TWLTL C 50’ 51’ TWLTL C 50’ 96’ TWLTL C C = Continuous, TWLTL = Two-Way Left-Turn Lane, DL = Dual Lefts, # = Improvements from Section 5.2 As shown in the table representing the queuing results, all anticipated queues are accommodated or managed within existing turn bay lengths with project traffic in the 2018 horizon except for the eastbound left turn, westbound left turn, and northbound left turn at the Elizabeth Street/Shields Street intersection. These have been calculated for the recommended improvements including removal of the eastbound and westbound split phasing with the addition of dual eastbound left turn lanes. With these improvements, the eastbound dual left turn lanes may need to be constructed//designated to accommodate lengths of 200 feet for the eastbound dual left turn lanes, 100 feet for the westbound left turn lane, and 450 feet for the northbound left turn lane. However, due to the location of the University Avenue/Shields Street intersection to