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Home My WebLink AboutTHE HUB ON CAMPUS - PDP - PDP160038 - SUBMITTAL DOCUMENTS - ROUND 1 - 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 November 2016 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley- Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 11/22/2016 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 .............................................................................................................28 6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 32 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 and Private Roadway LOS Results ..................................................26 Table 6 – Private Roadway Full Movement Access LOS Results ..............................................27 Table 7 – Queuing Analysis Results ..........................................................................................28 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 ..........................................30 Figure 14 – 2035 Recommended Lane Configurations and Control ..........................................31 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 219 apartment units with 387 beds and approximately 9,649 square feet of retail/restaurant use. 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 private roadway 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 an existing full movement access located along the adjacent private roadway. The private roadway is located to the east of the existing Taco Bell, located approximately 645 feet, measured centerline to centerline, east of Constitution Avenue. The existing full moment access along the private roadway that serves a paved parking lot is located approximately 300 feet, measured edge to edge, south of Elizabeth Street. The Hub is expected to generate approximately 2,276 daily weekday trips. Of these, 180 trips are expected to occur during the morning peak hour, while 262 driveway trips are expected during the afternoon peak hour. Since the project has a commercial component, pass-by trips are expected for the retail development 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 1,748 weekday daily trips, of which 135 and Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 2 221 trips are anticipated to be new (non pass-by) during the weekday morning and afternoon peak hours, respectively. 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 development will be located at the existing full movement access located along the private access road that currently serves a paved parking lot. The existing full movement access is located along the east side of the private roadway, approximately 300 feet (measured edge to edge) south of Elizabeth Street. It was noticed that a stop sign is not present on the westbound approach from this parking lot. Therefore, it is recommended that a R1-1 “STOP” sign be installed for this westbound approach for traffic exiting the project. · At the Elizabeth Street and private roadway intersection, it is recommended that a R1-1 “STOP” sign be installed for the northbound approach, which also appears to be currently absent. It is possible that the STOP sign may be installed by the project being constructed on the southeast corner of the intersection. It is also recommended that the northbound approach consist of separate left turn and right turn lanes. The existing pavement width is sufficient to allow for separate northbound left and right turn lanes, and likely is being used in this fashion today, although unmarked. · To be consistent with the City of Fort Collins West Elizabeth Corridor Plan, it recommended that the split traffic signal phasing be removed at the Elizabeth Street and Shields Street intersection. It is recommended that the eastbound approach consist of dual left turn lanes with a single receiving through lane westbound. It is recommended that the eastbound dual Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 3 left turn lanes operate with protected only phasing while the westbound left turn operate with protected-permissive phasing. · 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 175 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. · 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 219 apartment units with 387 beds and approximately 9,649 square feet of retail/restaurant use. 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 private roadway 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 an existing full movement access located along the adjacent private roadway. The private roadway is located to the east of the existing Taco Bell, located approximately 645 feet, measured centerline to centerline, east of Constitution Avenue. The existing full moment access along the private roadway that serves a paved parking lot is located approximately 300 feet, measured edge to edge, south of Elizabeth Street. 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 existing intersection of Elizabeth Street and the private roadway is a three-leg stop controlled T-intersection with stop control on the northbound approach. The eastbound approach consists of two through lanes, while the westbound approach consists of a two-way left-turn lane (TWLTL) and two through lanes. A TWLTL is present through this intersection along Elizabeth Street. The northbound approach consists of enough pavement for separate left turn and right turn lanes. Although not striped, it is assumed that drivers today are using the northbound approach with the separate lane condition. 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) 1(22) 11(24) 502(590) 6(19) 227(630) 4(25) 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) 16(40) 40(57) 526(619) 23(37) 238(661) 36(58) 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) 16(40) 40(57) 788(926) 23(37) 356(989) 36(58) 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. Based on this, Kimley-Horn used the ITE Trip Generation Report average rate equations that apply to High Turnover Sit-Down Restaurant (932) for traffic associated with the retail portion of the proposed project. The trip generation worksheet is included in Appendix C. However, based on the unique nature of this use with close proximity to the Colorado State University campus, 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. These rates are 2.65 trips per dwelling unit per day, with a morning peak hour trip rate of 0.19 trips per dwelling unit and afternoon peak hour rate of 0.42 trips per dwelling unit. 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. The Hub is expected to generate approximately 2,276 daily weekday trips. Of these, 180 trips are expected to occur during the morning peak hour, while 262 driveway trips are expected during the afternoon peak hour. Since the project has a commercial component, pass-by trips are expected for the retail development 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 1,748 weekday daily trips, of which 135 and 221 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 percentages for each use were 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 700 33 27 60 33 22 55 Housing 1,048 18 57 75 86 80 166 Total 1,748 51 84 135 119 102 221 Pass By Retail 528 25 20 45 25 16 41 Total 2,276 76 104 180 144 118 262 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%] 100% [100%] 25% [75%] [25%] 75% [75%] 25% [25%] 75% 100% [100%] -75% -25% 50% [50%] [50%] 50% [50%] 50% [50%] 50% 100% [100%] -50% -50% 18(41) 10(24) 17(20) 4(5) 29(35) 3(6) 3(6) 4(5) 50(61) 30(71) 18(41) 33(77) 18(41) 33(77) 51(119) 84(102) 5(8) 15(8) -19(-12) 19(12) -6(-12) 6(12) 25(25) 20(16) 146(375) 902(1232) 118(68) 145(414) 768(1127) 5(6) 338(340) 59(39) 315(395) 7(10) 10(56) 23(88) 29(118) 46(117) 64(89) 28(79) 42(111) 49(78) 55(89) 578(572) 94(89) 50(93) 243(617) 26(90) 50(83) 109(131) 507(607) 60(90) 232(649) 75(147) 12(46) 10(44) 76(144) 104(118) 5(5) 5(5) 201(531) 1350(1844) 177(102) 207(602) 1149(1687) 8(9) 494(495) 86(55) 449(565) 11(16) 13(80) 35(132) 44(177) 69(176) 96(133) 40(114) 63(166) 74(116) 80(129) 827(811) 141(133) 75(140) 334(873) 39(135) 50(83) 109(131) 769(914) 60(90) 350(977) 75(147) 12(46) 10(44) 76(144) 104(118) 5(5) 5(5) 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, Kimley-Horn recommends 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. Of note, the northbound approach peak hour factors were raised to 0.92 at the Elizabeth Street/private roadway intersection for the short term and long term total analysis. It is anticipated that these movements peak hour factors will increase (be more uniform over the hour) when the residential and retail uses are constructed. LOS for the intersections was calculated using Synchro software presenting the HCM results. 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 E during the morning peak hour and LOS F during the afternoon peak hour. With or without the addition of The Hub project traffic in 2018, the intersection is expected to continue operating at LOS E during the morning peak hour and LOS F during the afternoon peak hour. To be consistent with the City of Fort Collins West Elizabeth Corridor Plan, it is recommended that the split phasing be removed at this intersection. It is also recommended that the eastbound approach consist of dual left turn lanes with a single receiving lane westbound. It is recommended that the eastbound dual left turn lanes 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. Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 24 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 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 56.4 E 98.7 F 2018 Background 72.1 E 115.2 F 2018 Total 78.7 E 134.7 F 2018 Total # 37.1 D 46.4 D 2035 Background ## 34.9 C 53.2 D 2035 Total ## 44.4 D 54.7 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 13.3 B 2035 Background 12.6 B 15.3 B 2035 Total 13.5 B 15.6 B Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 26 Elizabeth Street and Private Roadway The existing intersection of Elizabeth Street and the private roadway is a three-leg stop controlled T-intersection with stop control on the private roadway northbound approach. It is believed that the private roadway width is sufficient to allow traffic to use the northbound approach with separate left turn and right turn lanes. A TWLTL is present along Elizabeth Street through this intersection which allows for two-stage northbound left turn movements. With the existing configuration, all movements at this intersection currently operate at LOS C or better during the morning and afternoon peak hours. With or without the addition of The Hub project traffic in 2018, all movements at this intersection are anticipated to continue operating acceptably (at LOS D or better) during the morning and afternoon peak hours. Therefore, it is believed that traffic will operate acceptably at this access intersection with the addition of project traffic. If not installed by the mixed use building on the corner, it is recommended that a R1-1 “STOP” sign be installed for the northbound private roadway approach to Elizabeth Street. By 2035, longer delays may be experienced for the northbound left turn movement if the high projected 2.4 percent annual traffic volume growth is realized. Alternate improvements may be needed. Table 5 provides the results of the level of service at this intersection. Table 5 – Elizabeth Street and Private Roadway LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2016 Existing Westbound Left Northbound Left Northbound Right 9.0 14.2 10.9 A B B 9.4 18.1 11.5 A C B 2018 Background Westbound Left Northbound Left Northbound Right 9.6 18.1 11.8 A C B 9.8 22.6 12.4 A C B 2018 Total Westbound Left Northbound Left Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 27 Private Roadway Full Movement Access The existing full movement access along the private roadway is a three-leg T-intersection that provides access to a paved parking lot. This full moment access is located approximately 300 feet, measured edge to edge, south of Elizabeth Street along the east side of the private roadway. With the existing configuration, all movements at this intersection currently operates at LOS A during the morning and afternoon peak hours. With the addition of The Hub project traffic throughout 2035, all movements at this intersection are anticipated to continue operating acceptably at LOS A during the morning and afternoon peak hours. It was noticed that a stop sign is not present on the westbound approach for the existing parking lot. Therefore, it is recommended that a R1-1 “STOP” sign be installed for this approach with the completion of the project. Table 6 provides the results of the level of service. Table 6 – Private Roadway Full Movement Access LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2018 Total Southbound Left Westbound Approach 7.4 8.9 A A 7.6 9.3 A A 2035 Total Southbound Left Westbound Approach 7.4 8.9 A A 7.6 9.3 A A Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 28 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 7 with calculations provided within the level of service operational sheets of Appendix D for the unsignalized intersections and Appendix E for signalized intersections. Table 7 – 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’ 176’ 270’ 99’ 438’ 6’ 56’ 175’ DL C 100’ 450’ 250’ 375’ 307’ 527’ Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 29 of 175 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. Of note, the analysis is showing that by 2035 the eastbound dual left turn lanes may need to accommodate a queue of 325 feet, westbound left 150 feet, northbound dual left turn lanes 275 feet, and the southbound right 425 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 westbound exiting queue length for the full movement access along the private roadway was also evaluated. The westbound approach exiting queue was found to be one vehicle (25 feet) in 2018 and 2035. The onsite configuration and layout will successfully accommodate this queue length. 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 32 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 development will be located at the existing full movement access located along the private access road that currently serves a paved parking lot. The existing full movement access is located along the east side of the private roadway, approximately 300 feet (measured edge to edge) south of Elizabeth Street. It was noticed that a stop sign is not present on the westbound approach from this parking lot. Therefore, it is recommended that a R1-1 “STOP” sign be installed for this westbound approach for traffic exiting the project. · At the Elizabeth Street and private roadway intersection, it is recommended that a R1-1 “STOP” sign be installed for the northbound approach, which also appears to be currently absent. It is possible that the STOP sign may be installed by the project being constructed on the southeast corner of the intersection. It is also recommended that the northbound approach consist of separate left turn and right turn lanes. The existing pavement width is sufficient to allow for separate northbound left and right turn lanes, and likely is being used in this fashion today, although unmarked. · To be consistent with the City of Fort Collins West Elizabeth Corridor Plan, it recommended that the split traffic signal phasing be removed at the Elizabeth Street and Shields Street intersection. It is recommended that the eastbound approach consist of dual left turn lanes with a single receiving through lane westbound. It is recommended that the eastbound dual left turn lanes operate with protected only phasing while the westbound left turn operate with protected-permissive phasing. · 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 175 feet for the eastbound dual left turn Kimley-Horn and Associates, Inc. 168450001 – The Hub Page 33 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. · 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 387 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 Student Housing 1,026 18 56 74 85 78 163 Retail 1,228 57 47 104 57 38 95 Non Pass By Retail 700 33 27 60 33 22 55 Housing 1,048 18 57 75 86 80 166 Total 1,748 51 84 135 119 102 221 Pass By Retail 528 25 20 45 25 16 41 Total 2,276 76 104 180 144 118 262 Project The Hub Subject Trip Generation for Shopping Center Designed by Matt Farmen Date November 10, 2016 Job No. 168450001 Checked by Curtis Rowe Date November 11, 2016 Sheet No. 1 of 1 TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 9th Edition, Fitted Curve Equations Land Use Code - Shopping Center (820) Independant Variable - 1000 Square Feet Gross Leasable Area (X) Gross Leasable Area = Square Feet X = T = Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Page 1562) Directional Distribution: 62% ent. 38% exit. Ln(T) = 0.61 Ln(X) + 2.24 T = 49 Average Vehicle Trip Ends Ln(T) = 0.61 * + 2.24 30 entering 19 exiting Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (page 1563) Directional Distribution: 48% ent. 52% exit. Ln(T) = 0.67 Ln(X) + 3.31 T = 168 Average Vehicle Trip Ends Ln(T) = 0.67 * + 3.31 81 entering 87 exiting Weekday (page 1561) Daily Weekday Directional Distribution: 50% entering, 50% exiting Ln(T) = 0.65 Ln(X) + 5.83 T = 1978 Average Vehicle Trip Ends Ln(T) = 0.65 * + 5.83 989 entering 989 exiting Saturday Peak Hour of Generator Average Saturday Directional Distribution: 52% ent. 48% exit. Ln(T) = 0.65 Ln(X) + 3.78 T = 255 Average Vehicle Trip Ends Ln(T) = 0.65 * + 3.78 133 entering 122 exiting Non Pass-By Trip Volumes (Per ITE Trip Generation Handbook, June 2004) PM Peak Hour = 34% Pass-by Saturday Peak Hour = 26% Pass-by IN Out Total AM Peak 22 14 36 *uses lesser of PM and Saturday pass-by rates (26%) PM Peak 53 58 111 Daily 653 653 1306 *uses PM peak hour pass-by rate Saturday Peak 98 90 188 15,000 15.000 Ln(15) Ln(15) Ln(15) Ln(15) Project The Hub Fort Collins Subject Trip Generation for High-Turnover (Sit-Down) Restaurant Designed by Matt Farmen Date October 26, 2016 Job No. Checked by Curtis Rowe Date October 27, 2016 Sheet No. 1 of 1 TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 9th Edition, Average Rate Equations Land Use Code - High Turnover Sit-Down Restaurant (932) Independant Variable - 1000 Square Feet Gross Floor Area (X) Gross Floor Area = 9,649 Square Feet X = 9.649 T = Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Page 1886) Average Weekday Directional Distribution: 55% ent. 45% exit. T = 10.81 (X) T = 104 Average Vehicle Trip Ends T = 10.81 * 9.649 57 entering 47 exiting Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (page 1887) Average Weekday Directional Distribution: 60% ent. 40% exit. T = 9.85 (X) T = 95 Average Vehicle Trip Ends T = 9.85 * 9.649 57 entering 38 exiting Weekday (page 1885) Average Weekday Directional Distribution: 50% entering, 50% exiting T = 127.15 (X) T = 1228 Average Vehicle Trip Ends T = 127.15 * 9.649 614 entering 614 exiting P.M. Peak Hour of Generator (page 1889) Average Weekday Directional Distribution: 54% ent. 46% exit. T = 18.49 (X) T = 178 Average Vehicle Trip Ends T = 18.49 * 9.649 96 entering 82 exiting Saturday Peak Hour of Generator (page 1891) Average Saturday Directional Distribution: 53% ent. 47% exit. T = 14.07 (X) T = 136 Average Vehicle Trip Ends T = 14.07 * 9.649 72 entering 64 exiting Non-Pass-by Trip Volumes (page 48 Trip Generation Handbook, June 2004) PM Peak Hour = 57% Non-Pass By IN Out Total AM Peak 33 27 59 PM Peak 33 22 54 Daily 350 350 700 PM Peak Hour Rate Applied to All Other Time Periods Pass-by Trip Volumes (page 48 Trip Generation Handbook, June 2004 PM Peak Hour = 43% Pass By IN Out Total AM Peak 25 20 45 PM Peak 25 16 41 Daily 264 264 528 PM Peak Hour Rate Applied to All Other Time Periods Kimley-Horn and Associates, Inc. 168450001 – The Hub APPENDIX D Intersection Analysis Worksheets HCM 2010 Signalized Intersection Summary 2016 Existing AM.syn 1: Shields Street & Elizabeth Street 11/11/2016 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) 298 51 258 22 5 7 106 860 113 5 732 119 Future Volume (veh/h) 298 51 258 22 5 7 106 860 113 5 732 119 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 0.70 1.00 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 252 314 339 36 16 16 116 1147 136 12 787 140 Adj No. of Lanes 1 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 363 381 227 235 236 163 331 1541 182 173 1585 698 Arrive On Green 0.20 0.20 0.20 0.13 0.13 0.13 0.05 0.49 0.49 0.01 0.45 0.45 Sat Flow, veh/h 1774 1863 1107 1774 1782 1230 1774 3175 376 1774 3539 1559 Grp Volume(v), veh/h 252 314 339 36 16 16 116 638 645 12 787 140 Grp Sat Flow(s),veh/h/ln 1774 1863 1107 1774 1770 1242 1774 1770 1781 1774 1770 1559 Q Serve(g_s), s 14.5 17.7 22.5 2.0 0.9 1.3 3.7 31.9 32.1 0.4 17.4 6.0 Cycle Q Clear(g_c), s 14.5 17.7 22.5 2.0 0.9 1.3 3.7 31.9 32.1 0.4 17.4 6.0 Prop In Lane 1.00 1.00 1.00 0.99 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 363 381 227 235 235 165 331 859 864 173 1585 698 V/C Ratio(X) 0.69 0.82 1.50 0.15 0.07 0.10 0.35 0.74 0.75 0.07 0.50 0.20 Avail Cap(c_a), veh/h 363 381 227 290 290 203 390 859 864 229 1585 698 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 41.9 43.7 42.2 41.7 41.9 15.9 22.8 22.9 19.7 21.6 18.4 Incr Delay (d2), s/veh 4.5 11.1 241.1 0.3 0.1 0.3 0.6 5.8 5.8 0.2 1.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 10.3 22.1 1.0 0.4 0.4 1.9 17.0 17.2 0.2 8.7 2.7 LnGrp Delay(d),s/veh 45.1 53.0 284.8 42.5 41.9 42.2 16.6 28.6 28.7 19.9 22.7 19.1 LnGrp LOS D D F D D D B C C B C B Approach Vol, veh/h 905 68 1399 939 Approach Delay, s/veh 137.6 42.3 27.6 22.1 Approach LOS F D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.0 57.9 27.0 10.2 53.8 19.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 46.5 22.5 9.3 42.2 18.0 Max Q Clear Time (g_c+I1), s 2.4 34.1 24.5 5.7 19.4 4.0 Green Ext Time (p_c), s 0.0 9.9 0.0 0.1 16.2 0.2 Intersection Summary HCM 2010 Ctrl Delay 56.4 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary 2016 Existing PM.syn 1: Shields Street & Elizabeth Street 11/11/2016 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) 296 30 326 84 45 10 301 1175 65 6 1075 362 Future Volume (veh/h) 296 30 326 84 45 10 301 1175 65 6 1075 362 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 0.59 1.00 0.62 1.00 0.96 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 381 0 429 95 47 16 342 1250 71 12 1144 421 Adj No. of Lanes 2 0 1 1 2 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 766 0 203 242 328 89 339 1644 93 160 1227 537 Arrive On Green 0.22 0.00 0.22 0.14 0.14 0.14 0.15 0.48 0.48 0.01 0.35 0.35 Sat Flow, veh/h 3548 0 940 1774 2401 654 1774 3397 193 1774 3539 1549 Grp Volume(v), veh/h 381 0 429 95 32 31 342 650 671 12 1144 421 Grp Sat Flow(s),veh/h/ln 1774 0 940 1774 1770 1285 1774 1770 1820 1774 1770 1549 Q Serve(g_s), s 11.3 0.0 25.9 5.9 1.9 2.6 18.1 36.0 36.1 0.5 37.4 29.3 Cycle Q Clear(g_c), s 11.3 0.0 25.9 5.9 1.9 2.6 18.1 36.0 36.1 0.5 37.4 29.3 Prop In Lane 1.00 1.00 1.00 0.51 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 766 0 203 242 242 175 339 856 881 160 1227 537 V/C Ratio(X) 0.50 0.00 2.12 0.39 0.13 0.18 1.01 0.76 0.76 0.08 0.93 0.78 Avail Cap(c_a), veh/h 766 0 203 266 265 193 339 856 881 210 1227 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 0.0 47.0 47.3 45.5 45.9 36.7 25.3 25.3 26.4 37.8 35.2 Incr Delay (d2), s/veh 0.4 0.0 515.7 1.0 0.2 0.5 51.1 6.3 6.2 0.2 13.8 10.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 0.0 35.8 2.9 0.9 0.9 16.0 19.0 19.6 0.3 20.6 14.1 LnGrp Delay(d),s/veh 41.8 0.0 562.7 48.3 45.8 46.3 87.9 31.5 31.5 26.6 51.7 46.1 LnGrp LOS D F D D D F C C C D D Approach Vol, veh/h 810 158 1663 1577 Approach Delay, s/veh 317.7 47.4 43.1 50.0 Approach LOS F D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.1 62.6 30.4 22.6 46.1 20.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 53.1 25.9 18.1 40.0 18.0 Max Q Clear Time (g_c+I1), s 2.5 38.1 27.9 20.1 39.4 7.9 Green Ext Time (p_c), s 0.0 13.2 0.0 0.0 0.5 0.4 Intersection Summary HCM 2010 Ctrl Delay 98.7 HCM 2010 LOS F Notes HCM 2010 Signalized Intersection Summary 2018 Background AM.syn 1: Shields Street & 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) 321 55 286 23 7 7 128 902 118 5 768 135 Future Volume (veh/h) 321 55 286 23 7 7 128 902 118 5 768 135 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 0.69 1.00 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 272 339 376 38 23 16 141 1203 142 12 826 159 Adj No. of Lanes 1 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 347 364 213 236 268 143 331 1570 185 165 1587 699 Arrive On Green 0.20 0.20 0.20 0.13 0.13 0.13 0.06 0.49 0.49 0.01 0.45 0.45 Sat Flow, veh/h 1774 1863 1090 1774 2017 1074 1774 3178 374 1774 3539 1559 Grp Volume(v), veh/h 272 339 376 38 19 20 141 668 677 12 826 159 Grp Sat Flow(s),veh/h/ln 1774 1863 1090 1774 1770 1322 1774 1770 1782 1774 1770 1559 Q Serve(g_s), s 16.0 19.7 21.5 2.1 1.1 1.4 4.5 33.8 34.1 0.4 18.5 6.9 Cycle Q Clear(g_c), s 16.0 19.7 21.5 2.1 1.1 1.4 4.5 33.8 34.1 0.4 18.5 6.9 Prop In Lane 1.00 1.00 1.00 0.81 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 347 364 213 236 235 176 331 874 880 165 1587 699 V/C Ratio(X) 0.78 0.93 1.77 0.16 0.08 0.11 0.43 0.76 0.77 0.07 0.52 0.23 Avail Cap(c_a), veh/h 347 364 213 290 290 216 410 874 880 220 1587 699 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.0 43.5 44.3 42.2 41.8 42.0 16.0 22.6 22.7 20.0 21.8 18.6 Incr Delay (d2), s/veh 8.8 25.3 358.9 0.3 0.1 0.3 0.9 6.3 6.4 0.2 1.2 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 8.7 12.6 27.7 1.0 0.5 0.5 2.2 17.9 18.3 0.2 9.2 3.1 LnGrp Delay(d),s/veh 50.9 68.8 403.1 42.6 41.9 42.2 16.8 28.9 29.1 20.2 23.1 19.4 LnGrp LOS D E F D D D B C C C C B Approach Vol, veh/h 987 77 1486 997 Approach Delay, s/veh 191.2 42.3 27.9 22.4 Approach LOS F D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.0 58.8 26.0 11.1 53.8 19.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 47.5 21.5 11.5 41.0 18.0 Max Q Clear Time (g_c+I1), s 2.4 36.1 23.5 6.5 20.5 4.1 Green Ext Time (p_c), s 0.0 9.5 0.0 0.1 15.6 0.2 Intersection Summary HCM 2010 Ctrl Delay 72.1 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary 2018 Background PM.syn 1: Shields Street & 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) 320 34 360 88 50 10 334 1232 68 6 1127 390 Future Volume (veh/h) 320 34 360 88 50 10 334 1232 68 6 1127 390 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 0.61 1.00 0.63 1.00 0.96 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 413 0 474 100 52 16 380 1311 75 12 1199 453 Adj No. of Lanes 2 0 1 1 2 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 798 0 216 243 338 85 335 1610 92 140 1178 515 Arrive On Green 0.22 0.00 0.22 0.14 0.14 0.14 0.16 0.47 0.47 0.01 0.33 0.33 Sat Flow, veh/h 3548 0 960 1774 2465 620 1774 3396 194 1774 3539 1548 Grp Volume(v), veh/h 413 0 474 100 34 34 380 682 704 12 1199 453 Grp Sat Flow(s),veh/h/ln 1774 0 960 1774 1770 1316 1774 1770 1820 1774 1770 1548 Q Serve(g_s), s 12.3 0.0 27.0 6.2 2.0 2.7 18.6 39.5 39.8 0.5 40.0 33.1 Cycle Q Clear(g_c), s 12.3 0.0 27.0 6.2 2.0 2.7 18.6 39.5 39.8 0.5 40.0 33.1 Prop In Lane 1.00 1.00 1.00 0.47 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 798 0 216 243 242 180 335 839 863 140 1178 515 V/C Ratio(X) 0.52 0.00 2.19 0.41 0.14 0.19 1.13 0.81 0.82 0.09 1.02 0.88 Avail Cap(c_a), veh/h 798 0 216 266 265 197 335 839 863 189 1178 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) 0.84 0.00 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 0.0 46.5 47.4 45.6 45.9 38.4 27.0 27.1 28.0 40.0 37.7 Incr Delay (d2), s/veh 0.5 0.0 549.9 1.1 0.3 0.5 90.7 8.4 8.4 0.3 30.7 18.8 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 6.1 0.0 40.1 3.1 1.0 1.0 19.5 21.3 22.0 0.3 24.5 16.8 LnGrp Delay(d),s/veh 41.3 0.0 596.4 48.5 45.8 46.4 129.1 35.4 35.4 28.3 70.7 56.6 LnGrp LOS D F D D D F D D C F E Approach Vol, veh/h 887 168 1766 1664 Approach Delay, s/veh 337.9 47.5 55.6 66.5 Approach LOS F D E E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.1 61.4 31.5 23.1 44.5 20.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 52.0 27.0 18.6 38.4 18.0 Max Q Clear Time (g_c+I1), s 2.5 41.8 29.0 20.6 42.0 8.2 Green Ext Time (p_c), s 0.0 9.5 0.0 0.0 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 115.2 HCM 2010 LOS F Notes HCM 2010 Signalized Intersection Summary 2018 Total AM.syn 1: Shields Street & Elizabeth Street 11/21/2016 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) 338 59 315 23 10 7 146 902 118 5 768 145 Future Volume (veh/h) 338 59 315 23 10 7 146 902 118 5 768 145 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 0.70 1.00 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 287 357 414 38 32 16 160 1203 142 12 826 171 Adj No. of Lanes 1 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 363 381 227 236 299 123 330 1540 181 158 1527 673 Arrive On Green 0.20 0.20 0.20 0.13 0.13 0.13 0.07 0.48 0.48 0.01 0.43 0.43 Sat Flow, veh/h 1774 1863 1107 1774 2245 923 1774 3178 374 1774 3539 1559 Grp Volume(v), veh/h 287 357 414 38 24 24 160 668 677 12 826 171 Grp Sat Flow(s),veh/h/ln 1774 1863 1107 1774 1770 1398 1774 1770 1782 1774 1770 1559 Q Serve(g_s), s 16.9 20.7 22.5 2.1 1.3 1.7 5.3 34.4 34.7 0.4 19.0 7.7 Cycle Q Clear(g_c), s 16.9 20.7 22.5 2.1 1.3 1.7 5.3 34.4 34.7 0.4 19.0 7.7 Prop In Lane 1.00 1.00 1.00 0.66 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 363 381 227 236 236 186 330 858 863 158 1527 673 V/C Ratio(X) 0.79 0.94 1.83 0.16 0.10 0.13 0.48 0.78 0.78 0.08 0.54 0.25 Avail Cap(c_a), veh/h 363 381 227 290 290 229 412 858 863 214 1527 673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.74 0.74 0.74 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 43.1 43.7 42.2 41.9 42.0 16.9 23.5 23.6 20.9 23.2 20.0 Incr Delay (d2), s/veh 8.6 24.9 385.0 0.3 0.2 0.3 1.1 6.9 7.1 0.2 1.4 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 9.2 13.3 31.1 1.0 0.6 0.7 2.6 18.4 18.6 0.2 9.6 3.5 LnGrp Delay(d),s/veh 50.1 68.0 428.8 42.5 42.1 42.4 18.0 30.4 30.6 21.1 24.6 20.9 LnGrp LOS D E F D D D B C C C C C Approach Vol, veh/h 1058 86 1505 1009 Approach Delay, s/veh 204.3 42.4 29.2 23.9 Approach LOS F D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.0 57.8 27.0 11.9 51.9 19.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 46.5 22.5 12.5 39.0 18.0 Max Q Clear Time (g_c+I1), s 2.4 36.7 24.5 7.3 21.0 4.1 Green Ext Time (p_c), s 0.0 8.3 0.0 0.2 14.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 78.7 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary 2018 Total PM.syn 1: Shields Street & Elizabeth Street 11/21/2016 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) 340 39 395 88 56 10 375 1232 68 6 1127 414 Future Volume (veh/h) 340 39 395 88 56 10 375 1232 68 6 1127 414 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 0.61 1.00 0.63 1.00 0.96 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 442 0 520 100 58 16 426 1311 75 12 1199 481 Adj No. of Lanes 2 0 1 1 2 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 813 0 222 243 347 80 348 1596 91 137 1137 497 Arrive On Green 0.23 0.00 0.23 0.14 0.14 0.14 0.16 0.47 0.47 0.01 0.32 0.32 Sat Flow, veh/h 3548 0 969 1774 2534 584 1774 3396 194 1774 3539 1547 Grp Volume(v), veh/h 442 0 520 100 37 37 426 682 704 12 1199 481 Grp Sat Flow(s),veh/h/ln 1774 0 969 1774 1770 1348 1774 1770 1820 1774 1770 1547 Q Serve(g_s), s 13.2 0.0 27.5 6.2 2.2 2.9 19.5 39.9 40.1 0.5 38.6 36.7 Cycle Q Clear(g_c), s 13.2 0.0 27.5 6.2 2.2 2.9 19.5 39.9 40.1 0.5 38.6 36.7 Prop In Lane 1.00 1.00 1.00 0.43 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 813 0 222 243 243 185 348 832 855 137 1137 497 V/C Ratio(X) 0.54 0.00 2.34 0.41 0.15 0.20 1.22 0.82 0.82 0.09 1.05 0.97 Avail Cap(c_a), veh/h 813 0 222 266 265 202 348 832 855 187 1137 497 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.00 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.7 0.0 46.3 47.3 45.6 45.9 38.2 27.4 27.5 28.8 40.7 40.1 Incr Delay (d2), s/veh 0.6 0.0 615.3 1.1 0.3 0.5 123.5 8.9 8.8 0.3 42.3 33.1 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 6.5 0.0 45.3 3.1 1.1 1.1 23.5 21.4 22.2 0.3 25.5 20.2 LnGrp Delay(d),s/veh 41.3 0.0 661.6 48.5 45.9 46.5 161.7 36.3 36.3 29.1 83.0 73.2 LnGrp LOS D F D D D F D D C F E Approach Vol, veh/h 962 174 1812 1692 Approach Delay, s/veh 376.6 47.5 65.8 79.8 Approach LOS F D E E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.1 60.9 32.0 24.0 43.1 20.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 51.5 27.5 19.5 37.0 18.0 Max Q Clear Time (g_c+I1), s 2.5 42.1 29.5 21.5 40.6 8.2 Green Ext Time (p_c), s 0.0 8.8 0.0 0.0 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 134.7 HCM 2010 LOS F Notes HCM 2010 Signalized Intersection Summary 2018 Total AM Imp.syn 1: Shields Street & Elizabeth Street 11/21/2016 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) 338 59 315 23 10 7 146 902 118 5 768 145 Future Volume (veh/h) 338 59 315 23 10 7 146 902 118 5 768 145 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 463 111 414 38 32 16 160 1203 142 12 826 171 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 528 451 383 252 301 124 362 1700 200 191 1720 750 Arrive On Green 0.15 0.24 0.24 0.05 0.13 0.13 0.06 0.53 0.53 0.01 0.49 0.49 Sat Flow, veh/h 3442 1863 1169 1774 2246 924 1774 3178 374 1774 3539 1544 Grp Volume(v), veh/h 463 111 414 38 24 24 160 668 677 12 826 171 Grp Sat Flow(s),veh/h/ln 1721 1863 1169 1774 1770 1400 1774 1770 1782 1774 1770 1544 Q Serve(g_s), s 14.5 5.3 26.6 2.0 1.3 1.7 4.7 31.0 31.3 0.4 17.2 7.0 Cycle Q Clear(g_c), s 14.5 5.3 26.6 2.0 1.3 1.7 4.7 31.0 31.3 0.4 17.2 7.0 Prop In Lane 1.00 1.00 1.00 0.66 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 528 451 383 252 237 188 362 947 953 191 1720 750 V/C Ratio(X) 0.88 0.25 1.08 0.15 0.10 0.13 0.44 0.71 0.71 0.06 0.48 0.23 Avail Cap(c_a), veh/h 579 451 383 462 290 229 501 947 953 247 1720 750 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 45.5 33.6 39.1 37.8 41.8 42.0 13.7 19.1 19.2 17.0 19.0 16.3 Incr Delay (d2), s/veh 13.4 0.3 69.7 0.3 0.2 0.3 0.8 4.4 4.5 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 7.9 2.7 19.0 1.0 0.6 0.7 2.4 16.2 16.4 0.2 8.6 3.1 LnGrp Delay(d),s/veh 59.0 33.9 108.8 38.1 42.0 42.3 14.5 23.5 23.7 17.1 19.9 17.1 LnGrp LOS E C F D D D B C C B B B Approach Vol, veh/h 988 86 1505 1009 Approach Delay, s/veh 77.1 40.3 22.6 19.4 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 63.3 9.5 31.1 11.4 57.9 21.4 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 28.6 6.7 19.2 16.5 3.7 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 37.1 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 2018 Total PM Imp.syn 1: Shields Street & Elizabeth Street 11/21/2016 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) 340 39 395 88 56 10 375 1232 68 6 1127 414 Future Volume (veh/h) 340 39 395 88 56 10 375 1232 68 6 1127 414 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 0.55 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 405 52 520 100 58 16 426 1311 75 12 1199 481 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 465 355 490 268 147 40 444 1968 112 206 1377 595 Arrive On Green 0.13 0.19 0.19 0.07 0.12 0.12 0.20 0.58 0.58 0.01 0.39 0.39 Sat Flow, veh/h 3442 1863 876 1774 1203 332 1774 3396 194 1774 3539 1528 Grp Volume(v), veh/h 405 52 520 100 0 74 426 682 704 12 1199 481 Grp Sat Flow(s),veh/h/ln 1721 1863 876 1774 0 1535 1774 1770 1821 1774 1770 1528 Q Serve(g_s), s 13.8 2.8 22.8 5.8 0.0 5.3 22.9 31.6 31.8 0.5 37.6 33.7 Cycle Q Clear(g_c), s 13.8 2.8 22.8 5.8 0.0 5.3 22.9 31.6 31.8 0.5 37.6 33.7 Prop In Lane 1.00 1.00 1.00 0.22 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 465 355 490 268 0 187 444 1025 1055 206 1377 595 V/C Ratio(X) 0.87 0.15 1.06 0.37 0.00 0.40 0.96 0.66 0.67 0.06 0.87 0.81 Avail Cap(c_a), veh/h 516 355 490 416 0 230 444 1025 1055 256 1377 595 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 50.9 40.5 39.7 41.9 0.0 48.6 35.6 17.3 17.3 21.9 33.9 32.7 Incr Delay (d2), s/veh 14.0 0.2 57.9 0.9 0.0 1.4 32.1 3.4 3.4 0.1 7.8 11.3 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 7.5 1.4 24.0 2.9 0.0 2.3 17.9 16.3 16.8 0.2 19.8 16.1 LnGrp Delay(d),s/veh 64.9 40.6 97.6 42.8 0.0 50.0 67.7 20.7 20.7 22.0 41.6 44.0 LnGrp LOS E D F D D E C C C D D Approach Vol, veh/h 977 174 1812 1692 Approach Delay, s/veh 81.0 45.8 31.7 42.2 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 6.1 74.0 12.5 27.3 29.0 51.2 20.7 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 61.0 18.0 18.0 24.5 41.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.5 33.8 7.8 24.8 24.9 39.6 15.8 7.3 Green Ext Time (p_c), s 0.0 23.2 0.1 0.0 0.0 1.9 0.4 0.4 Intersection Summary HCM 2010 Ctrl Delay 46.4 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 11/21/2016 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 11/21/2016 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) 495 55 565 132 80 16 531 1844 102 9 1687 602 Future Volume (veh/h) 495 55 565 132 80 16 531 1844 102 9 1687 602 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 0.89 0.57 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 538 60 614 143 87 17 577 2004 111 10 1834 654 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 587 366 466 295 309 52 632 2722 150 128 1938 852 Arrive On Green 0.17 0.20 0.20 0.09 0.11 0.11 0.18 0.55 0.55 0.01 0.38 0.38 Sat Flow, veh/h 3442 1863 893 1774 2698 456 3442 4922 271 1774 5085 1528 Grp Volume(v), veh/h 538 60 614 143 52 52 577 1377 738 10 1834 654 Grp Sat Flow(s),veh/h/ln 1721 1863 893 1774 1770 1384 1721 1695 1804 1774 1695 1528 Q Serve(g_s), s 18.4 3.2 23.6 8.4 3.2 4.1 19.7 36.7 37.1 0.4 41.9 40.3 Cycle Q Clear(g_c), s 18.4 3.2 23.6 8.4 3.2 4.1 19.7 36.7 37.1 0.4 41.9 40.3 Prop In Lane 1.00 1.00 1.00 0.33 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 587 366 466 295 203 159 632 1875 998 128 1938 852 V/C Ratio(X) 0.92 0.16 1.32 0.49 0.26 0.32 0.91 0.73 0.74 0.08 0.95 0.77 Avail Cap(c_a), veh/h 588 366 466 433 265 208 657 1875 998 181 1938 852 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 48.9 40.0 40.4 41.4 48.5 48.9 48.0 20.2 20.3 23.4 35.9 21.1 Incr Delay (d2), s/veh 19.3 0.2 157.0 1.2 0.7 1.2 16.8 2.6 4.9 0.3 11.2 6.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.3 1.7 35.8 4.2 1.6 1.6 10.9 17.7 19.8 0.2 21.5 18.4 LnGrp Delay(d),s/veh 68.3 40.2 197.3 42.7 49.1 50.0 64.9 22.8 25.2 23.7 47.1 27.6 LnGrp LOS E D F D D D E C C C D C Approach Vol, veh/h 1212 247 2692 2498 Approach Delay, s/veh 132.3 45.6 32.5 41.9 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 70.9 15.1 28.1 26.5 50.2 25.0 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 58.5 20.0 18.5 22.9 40.6 20.5 18.0 Max Q Clear Time (g_c+I1), s 2.4 39.1 10.4 25.6 21.7 43.9 20.4 6.1 Green Ext Time (p_c), s 0.0 19.1 0.2 0.0 0.3 0.0 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 54.7 HCM 2010 LOS D 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 11/21/2016 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) 55 578 94 26 243 50 29 46 64 49 42 28 Future Volume (veh/h) 55 578 94 26 243 50 29 46 64 49 42 28 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 65 705 121 42 289 79 58 63 93 67 59 30 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 1105 189 262 1033 276 675 296 437 610 509 259 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 994 2917 500 656 2728 728 1291 670 990 1216 1154 587 Grp Volume(v), veh/h 65 427 399 42 185 183 58 0 156 67 0 89 Grp Sat Flow(s),veh/h/ln 994 1770 1648 656 1770 1686 1291 0 1660 1216 0 1741 Q Serve(g_s), s 2.4 9.9 9.9 2.8 3.6 3.8 1.4 0.0 2.9 1.8 0.0 1.5 Cycle Q Clear(g_c), s 6.2 9.9 9.9 12.7 3.6 3.8 2.9 0.0 2.9 4.7 0.0 1.5 Prop In Lane 1.00 0.30 1.00 0.43 1.00 0.60 1.00 0.34 Lane Grp Cap(c), veh/h 445 670 624 262 670 638 675 0 733 610 0 768 V/C Ratio(X) 0.15 0.64 0.64 0.16 0.28 0.29 0.09 0.00 0.21 0.11 0.00 0.12 Avail Cap(c_a), veh/h 496 761 708 296 761 725 675 0 733 610 0 768 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 12.7 12.7 17.9 10.8 10.8 9.1 0.0 8.6 10.1 0.0 8.2 Incr Delay (d2), s/veh 0.1 1.5 1.6 0.3 0.2 0.2 0.3 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 5.0 4.7 0.5 1.8 1.8 0.5 0.0 1.4 0.7 0.0 0.8 LnGrp Delay(d),s/veh 13.1 14.2 14.3 18.2 11.0 11.1 9.3 0.0 9.3 10.4 0.0 8.5 LnGrp LOS B B B B B B A A B A Approach Vol, veh/h 891 410 214 156 Approach Delay, s/veh 14.2 11.8 9.3 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 26.6 23.4 26.6 23.4 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 11.9 6.7 14.7 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 11/21/2016 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) 89 572 89 90 617 93 118 117 89 78 111 79 Future Volume (veh/h) 89 572 89 90 617 93 118 117 89 78 111 79 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 120 636 105 108 671 104 134 130 105 93 146 85 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 1380 227 343 1378 213 453 365 295 448 424 247 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow, veh/h 689 3008 495 710 3003 464 1124 933 754 1121 1083 631 Grp Volume(v), veh/h 120 374 367 108 395 380 134 0 235 93 0 231 Grp Sat Flow(s),veh/h/ln 689 1770 1734 710 1770 1697 1124 0 1687 1121 0 1714 Q Serve(g_s), s 8.8 8.7 8.7 7.4 9.3 9.4 5.7 0.0 5.9 3.8 0.0 5.7 Cycle Q Clear(g_c), s 18.2 8.7 8.7 16.1 9.3 9.4 11.4 0.0 5.9 9.8 0.0 5.7 Prop In Lane 1.00 0.29 1.00 0.27 1.00 0.45 1.00 0.37 Lane Grp Cap(c), veh/h 329 812 796 343 812 779 453 0 660 448 0 670 V/C Ratio(X) 0.37 0.46 0.46 0.32 0.49 0.49 0.30 0.00 0.36 0.21 0.00 0.34 Avail Cap(c_a), veh/h 363 900 881 378 900 863 453 0 660 448 0 670 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 0.60 0.60 0.60 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.7 11.1 11.1 16.7 11.3 11.3 16.9 0.0 12.9 16.4 0.0 12.9 Incr Delay (d2), s/veh 0.7 0.4 0.4 0.3 0.3 0.3 1.7 0.0 1.5 1.1 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 4.2 4.2 1.5 4.6 4.4 2.0 0.0 3.0 1.3 0.0 3.0 LnGrp Delay(d),s/veh 18.3 11.5 11.6 17.0 11.6 11.6 18.5 0.0 14.4 17.4 0.0 14.3 LnGrp LOS B B B B B B B B B B Approach Vol, veh/h 861 883 369 324 Approach Delay, s/veh 12.5 12.3 15.9 15.2 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 28.0 32.0 28.0 32.0 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 13.4 20.2 11.8 18.1 Green Ext Time (p_c), s 2.3 7.3 2.7 8.5 Intersection Summary HCM 2010 Ctrl Delay 13.3 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 11/21/2016 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) 80 827 141 39 334 75 44 69 96 74 63 40 Future Volume (veh/h) 80 827 141 39 334 75 44 69 96 74 63 40 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 87 899 153 42 363 82 48 75 104 80 68 43 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 1354 230 236 1265 279 563 273 379 500 415 263 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 928 2990 509 533 2794 617 1246 687 953 1176 1046 661 Grp Volume(v), veh/h 87 532 520 42 227 218 48 0 179 80 0 111 Grp Sat Flow(s),veh/h/ln 928 1770 1730 533 1770 1642 1246 0 1641 1176 0 1707 Q Serve(g_s), s 3.9 14.1 14.1 4.0 4.8 5.0 1.6 0.0 4.4 3.0 0.0 2.5 Cycle Q Clear(g_c), s 8.9 14.1 14.1 18.1 4.8 5.0 4.1 0.0 4.4 7.4 0.0 2.5 Prop In Lane 1.00 0.29 1.00 0.38 1.00 0.58 1.00 0.39 Lane Grp Cap(c), veh/h 462 801 783 236 801 743 563 0 652 500 0 678 V/C Ratio(X) 0.19 0.66 0.66 0.18 0.28 0.29 0.09 0.00 0.27 0.16 0.00 0.16 Avail Cap(c_a), veh/h 514 900 879 266 900 834 563 0 652 500 0 678 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 12.8 12.8 19.9 10.3 10.4 13.0 0.0 12.2 14.7 0.0 11.7 Incr Delay (d2), s/veh 0.2 1.6 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 7.0 0.6 2.4 2.3 0.6 0.0 2.2 1.1 0.0 1.3 LnGrp Delay(d),s/veh 13.4 14.4 14.5 20.3 10.5 10.6 13.3 0.0 13.3 15.4 0.0 12.2 LnGrp LOS B B B C B B B B B B Approach Vol, veh/h 1139 487 227 191 Approach Delay, s/veh 14.4 11.4 13.3 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 28.3 31.7 28.3 31.7 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 16.1 9.4 20.1 Green Ext Time (p_c), s 2.0 9.0 1.8 7.0 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 11/21/2016 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) 129 811 133 135 873 140 177 176 133 116 166 114 Future Volume (veh/h) 129 811 133 135 873 140 177 176 133 116 166 114 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 140 882 145 147 949 152 192 191 145 126 180 124 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 275 1580 260 299 1571 251 307 312 237 281 326 225 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 509 3012 495 546 2993 479 1052 959 728 1023 1002 691 Grp Volume(v), veh/h 140 518 509 147 561 540 192 0 336 126 0 304 Grp Sat Flow(s),veh/h/ln 509 1770 1738 546 1770 1702 1052 0 1686 1023 0 1693 Q Serve(g_s), s 15.8 11.8 11.8 14.9 13.2 13.3 10.7 0.0 10.1 7.1 0.0 8.9 Cycle Q Clear(g_c), s 29.1 11.8 11.8 26.7 13.2 13.3 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 275 929 912 299 929 893 307 0 548 281 0 551 V/C Ratio(X) 0.51 0.56 0.56 0.49 0.60 0.60 0.63 0.00 0.61 0.45 0.00 0.55 Avail Cap(c_a), veh/h 275 929 912 299 929 894 307 0 548 281 0 551 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 20.1 9.6 9.6 18.6 9.9 9.9 24.8 0.0 17.1 24.3 0.0 16.6 Incr Delay (d2), s/veh 1.6 0.7 0.8 1.3 1.1 1.2 9.3 0.0 5.0 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 2.3 5.9 5.8 2.3 6.7 6.4 3.9 0.0 5.4 2.4 0.0 4.7 LnGrp Delay(d),s/veh 21.6 10.3 10.3 19.8 11.0 11.1 34.1 0.0 22.1 29.4 0.0 20.6 LnGrp LOS C B B B B B C C C C Approach Vol, veh/h 1167 1248 528 430 Approach Delay, s/veh 11.7 12.1 26.5 23.2 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 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 31.1 19.2 28.7 Green Ext Time (p_c), s 0.0 0.4 0.2 2.6 Intersection Summary HCM 2010 Ctrl Delay 15.6 HCM 2010 LOS B HCM 2010 TWSC 2016 Existing AM.syn 3: Private Access & Elizabeth Street 11/10/2016 2016 Existing AM 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 502 6 4 227 1 11 Future Vol, veh/h 502 6 4 227 1 11 Conflicting Peds, #/hr 0 9 9 0 9 9 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 77 50 50 96 25 55 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 652 12 8 236 4 20 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 673 0 801 350 Stage 1 - - - - 667 - Stage 2 - - - - 134 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 914 - 322 646 Stage 1 - - - - 472 - Stage 2 - - - - 878 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 906 - 314 635 Mov Cap-2 Maneuver - - - - 396 - Stage 1 - - - - 468 - Stage 2 - - - - 863 - Approach EB WB NB HCM Control Delay, s 0 0.3 11.5 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 396 635 - - 906 - HCM Lane V/C Ratio 0.01 0.031 - - 0.009 - HCM Control Delay (s) 14.2 10.9 - - 9 - HCM Lane LOS B B - - A - HCM 95th %tile Q(veh) 0 0.1 - - 0 - HCM 2010 TWSC 2016 Existing PM.syn 3: Private Access & Elizabeth Street 11/10/2016 2016 Existing PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 590 19 25 630 22 24 Future Vol, veh/h 590 19 25 630 22 24 Conflicting Peds, #/hr 0 17 17 0 17 17 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 68 89 91 55 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 686 28 28 692 40 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 731 0 1119 391 Stage 1 - - - - 717 - Stage 2 - - - - 402 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 869 - 201 608 Stage 1 - - - - 445 - Stage 2 - - - - 644 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 855 - 188 588 Mov Cap-2 Maneuver - - - - 315 - Stage 1 - - - - 438 - Stage 2 - - - - 613 - Approach EB WB NB HCM Control Delay, s 0 0.4 15.2 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 315 588 - - 855 - HCM Lane V/C Ratio 0.127 0.054 - - 0.033 - HCM Control Delay (s) 18.1 11.5 - - 9.4 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.4 0.2 - - 0.1 - HCM 2010 TWSC 2018 Background AM.syn 3: Private Access & Elizabeth Street 11/21/2016 2018 Background AM 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 2.3 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 526 23 36 238 16 40 Future Vol, veh/h 526 23 36 238 16 40 Conflicting Peds, #/hr 0 9 9 0 9 9 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 77 50 50 96 25 55 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 683 46 72 248 64 73 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 738 0 983 383 Stage 1 - - - - 715 - Stage 2 - - - - 268 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 864 - 246 615 Stage 1 - - - - 446 - Stage 2 - - - - 753 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 857 - 221 605 Mov Cap-2 Maneuver - - - - 338 - Stage 1 - - - - 442 - Stage 2 - - - - 684 - Approach EB WB NB HCM Control Delay, s 0 2.2 14.7 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 338 605 - - 857 - HCM Lane V/C Ratio 0.189 0.12 - - 0.084 - HCM Control Delay (s) 18.1 11.8 - - 9.6 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.7 0.4 - - 0.3 - HCM 2010 TWSC 2018 Background PM.syn 3: Private Access & Elizabeth Street 11/21/2016 2018 Background PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 619 37 58 661 40 57 Future Vol, veh/h 619 37 58 661 40 57 Conflicting Peds, #/hr 0 17 17 0 17 17 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 68 89 91 55 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 720 54 65 726 73 76 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 791 0 1258 421 Stage 1 - - - - 764 - Stage 2 - - - - 494 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 825 - 163 581 Stage 1 - - - - 420 - Stage 2 - - - - 579 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 812 - 145 562 Mov Cap-2 Maneuver - - - - 276 - Stage 1 - - - - 413 - Stage 2 - - - - 524 - Approach EB WB NB HCM Control Delay, s 0 0.8 17.4 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 276 562 - - 812 - HCM Lane V/C Ratio 0.264 0.135 - - 0.08 - HCM Control Delay (s) 22.6 12.4 - - 9.8 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 1 0.5 - - 0.3 - HCM 2010 TWSC 2018 Total AM.syn 3: Private Access & Elizabeth Street 11/21/2016 2018 Total AM 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 3.1 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 507 60 75 232 50 109 Future Vol, veh/h 507 60 75 232 50 109 Conflicting Peds, #/hr 0 9 9 0 9 9 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 77 50 50 96 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 658 120 150 242 54 118 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 787 0 1148 407 Stage 1 - - - - 727 - Stage 2 - - - - 421 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 828 - 192 593 Stage 1 - - - - 439 - Stage 2 - - - - 630 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 821 - 154 583 Mov Cap-2 Maneuver - - - - 284 - Stage 1 - - - - 435 - Stage 2 - - - - 510 - Approach EB WB NB HCM Control Delay, s 0 4 15.2 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 284 583 - - 821 - HCM Lane V/C Ratio 0.191 0.203 - - 0.183 - HCM Control Delay (s) 20.7 12.7 - - 10.4 - HCM Lane LOS C B - - B - HCM 95th %tile Q(veh) 0.7 0.8 - - 0.7 - HCM 2010 TWSC 2018 Total PM.syn 3: Private Access & Elizabeth Street 11/21/2016 2018 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 3.5 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 607 90 147 649 83 131 Future Vol, veh/h 607 90 147 649 83 131 Conflicting Peds, #/hr 0 17 17 0 17 17 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 68 89 91 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 706 132 165 713 90 142 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 855 0 1476 453 Stage 1 - - - - 789 - Stage 2 - - - - 687 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 781 - 117 554 Stage 1 - - - - 408 - Stage 2 - - - - 461 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 768 - ~ 89 536 Mov Cap-2 Maneuver - - - - 213 - Stage 1 - - - - 401 - Stage 2 - - - - 356 - Approach EB WB NB HCM Control Delay, s 0 2.1 21.7 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 213 536 - - 768 - HCM Lane V/C Ratio 0.424 0.266 - - 0.215 - HCM Control Delay (s) 33.8 14.1 - - 11 - HCM Lane LOS D B - - B - HCM 95th %tile Q(veh) 2 1.1 - - 0.8 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC 2035 Background AM.syn 3: Private Access & Elizabeth Street 11/21/2016 2035 Background AM 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 788 23 36 356 16 40 Future Vol, veh/h 788 23 36 356 16 40 Conflicting Peds, #/hr 0 9 9 0 9 9 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 857 25 39 387 17 43 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 891 0 1150 459 Stage 1 - - - - 878 - Stage 2 - - - - 272 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 757 - 192 549 Stage 1 - - - - 367 - Stage 2 - - - - 749 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 751 - 179 540 Mov Cap-2 Maneuver - - - - 288 - Stage 1 - - - - 364 - Stage 2 - - - - 704 - Approach EB WB NB HCM Control Delay, s 0 0.9 14 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 288 540 - - 751 - HCM Lane V/C Ratio 0.06 0.081 - - 0.052 - HCM Control Delay (s) 18.3 12.3 - - 10.1 - HCM Lane LOS C B - - B - HCM 95th %tile Q(veh) 0.2 0.3 - - 0.2 - HCM 2010 TWSC 2035 Background PM.syn 3: Private Access & Elizabeth Street 11/21/2016 2035 Background PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 1.2 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 926 37 58 989 40 57 Future Vol, veh/h 926 37 58 989 40 57 Conflicting Peds, #/hr 0 17 17 0 17 17 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1007 40 63 1075 43 62 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1064 0 1708 557 Stage 1 - - - - 1044 - Stage 2 - - - - 664 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 651 - 82 474 Stage 1 - - - - 300 - Stage 2 - - - - 474 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 640 - 72 459 Mov Cap-2 Maneuver - - - - 190 - Stage 1 - - - - 295 - Stage 2 - - - - 420 - Approach EB WB NB HCM Control Delay, s 0 0.6 20.5 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 190 459 - - 640 - HCM Lane V/C Ratio 0.229 0.135 - - 0.099 - HCM Control Delay (s) 29.5 14.1 - - 11.2 - HCM Lane LOS D B - - B - HCM 95th %tile Q(veh) 0.9 0.5 - - 0.3 - HCM 2010 TWSC 2035 Total AM.syn 3: Private Access & Elizabeth Street 11/21/2016 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 2.4 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 769 60 75 350 50 109 Future Vol, veh/h 769 60 75 350 50 109 Conflicting Peds, #/hr 0 9 9 0 9 9 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 836 65 82 380 54 118 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 910 0 1230 469 Stage 1 - - - - 877 - Stage 2 - - - - 353 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 744 - 170 541 Stage 1 - - - - 367 - Stage 2 - - - - 682 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 738 - 149 532 Mov Cap-2 Maneuver - - - - 269 - Stage 1 - - - - 364 - Stage 2 - - - - 601 - Approach EB WB NB HCM Control Delay, s 0 1.8 16.2 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 269 532 - - 738 - HCM Lane V/C Ratio 0.202 0.223 - - 0.11 - HCM Control Delay (s) 21.7 13.7 - - 10.5 - HCM Lane LOS C B - - B - HCM 95th %tile Q(veh) 0.7 0.8 - - 0.4 - HCM 2010 TWSC 2035 Total PM.syn 3: Private Access & Elizabeth Street 11/21/2016 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NBL NBR Traffic Vol, veh/h 914 90 147 977 83 131 Future Vol, veh/h 914 90 147 977 83 131 Conflicting Peds, #/hr 0 17 17 0 17 17 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 993 98 160 1062 90 142 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1108 0 1910 580 Stage 1 - - - - 1059 - Stage 2 - - - - 851 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 626 - ~ 60 458 Stage 1 - - - - 295 - Stage 2 - - - - 379 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 616 - ~ 43 443 Mov Cap-2 Maneuver - - - - 149 - Stage 1 - - - - 290 - Stage 2 - - - - 276 - Approach EB WB NB HCM Control Delay, s 0 1.7 33.9 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 149 443 - - 616 - HCM Lane V/C Ratio 0.605 0.321 - - 0.259 - HCM Control Delay (s) 60.7 16.9 - - 12.9 - HCM Lane LOS F C - - B - HCM 95th %tile Q(veh) 3.2 1.4 - - 1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC 2018 Total AM.syn 4: Private Access & Access 11/21/2016 2018 Total AM 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 7.2 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 5 104 12 5 76 10 Future Vol, veh/h 5 104 12 5 76 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 113 13 5 83 11 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 192 16 0 0 18 0 Stage 1 16 - - - - - Stage 2 176 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 797 1063 - - 1599 - Stage 1 1007 - - - - - Stage 2 855 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 756 1063 - - 1599 - Mov Cap-2 Maneuver 756 - - - - - Stage 1 1007 - - - - - Stage 2 811 - - - - - Approach WB NB SB HCM Control Delay, s 8.9 0 6.5 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 1044 1599 - HCM Lane V/C Ratio - - 0.113 0.052 - HCM Control Delay (s) - - 8.9 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.4 0.2 - HCM 2010 TWSC 2018 Total PM.syn 4: Private Access & Access 11/21/2016 2018 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 5 118 46 5 144 44 Future Vol, veh/h 5 118 46 5 144 44 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 128 50 5 157 48 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 414 53 0 0 55 0 Stage 1 53 - - - - - Stage 2 361 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 595 1014 - - 1550 - Stage 1 970 - - - - - Stage 2 705 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 533 1014 - - 1550 - Mov Cap-2 Maneuver 533 - - - - - Stage 1 970 - - - - - Stage 2 632 - - - - - Approach WB NB SB HCM Control Delay, s 9.3 0 5.8 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 978 1550 - HCM Lane V/C Ratio - - 0.137 0.101 - HCM Control Delay (s) - - 9.3 7.6 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.5 0.3 - HCM 2010 TWSC 2035 Total AM.syn 4: Private Access & Access 11/21/2016 2035 Total AM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 7.2 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 5 104 12 5 76 10 Future Vol, veh/h 5 104 12 5 76 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 113 13 5 83 11 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 192 16 0 0 18 0 Stage 1 16 - - - - - Stage 2 176 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 797 1063 - - 1599 - Stage 1 1007 - - - - - Stage 2 855 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 756 1063 - - 1599 - Mov Cap-2 Maneuver 756 - - - - - Stage 1 1007 - - - - - Stage 2 811 - - - - - Approach WB NB SB HCM Control Delay, s 8.9 0 6.5 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 1044 1599 - HCM Lane V/C Ratio - - 0.113 0.052 - HCM Control Delay (s) - - 8.9 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.4 0.2 - HCM 2010 TWSC 2035 Total PM.syn 4: Private Access & Access 11/21/2016 2035 Total PM 5:00 pm 10/19/2016 Synchro 9 Report Page 1 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 5 118 46 5 144 44 Future Vol, veh/h 5 118 46 5 144 44 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 128 50 5 157 48 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 414 53 0 0 55 0 Stage 1 53 - - - - - Stage 2 361 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 595 1014 - - 1550 - Stage 1 970 - - - - - Stage 2 705 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 533 1014 - - 1550 - Mov Cap-2 Maneuver 533 - - - - - Stage 1 970 - - - - - Stage 2 632 - - - - - Approach WB NB SB HCM Control Delay, s 9.3 0 5.8 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 978 1550 - HCM Lane V/C Ratio - - 0.137 0.101 - HCM Control Delay (s) - - 9.3 7.6 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.5 0.3 - Kimley-Horn and Associates, Inc. 168450001 – The Hub APPENDIX E Queue Analysis Worksheets Queues 2018 Total AM.syn 1: Shields Street & Elizabeth Street 11/21/2016 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) 282 292 414 38 48 160 1345 12 826 171 v/c Ratio 0.85 0.87 0.79 0.30 0.19 0.41 0.64 0.06 0.47 0.20 Control Delay 67.0 67.9 17.9 53.9 36.3 12.8 17.4 10.6 20.9 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 67.0 67.9 17.9 53.9 36.3 12.8 17.4 10.6 20.9 3.6 Queue Length 50th (ft) 202 209 16 26 11 46 300 3 205 0 Queue Length 95th (ft) 236 166 45 40 6 82 371 5 290 34 Internal Link Dist (ft) 1229 111 371 498 Turn Bay Length (ft) 125 50 250 250 375 Base Capacity (vph) 343 351 527 289 548 428 2112 218 1759 860 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 0.83 0.79 0.13 0.09 0.37 0.64 0.06 0.47 0.20 Intersection Summary Queues 2018 Total PM.syn 1: Shields Street & Elizabeth Street 11/21/2016 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) 227 230 520 100 74 426 1386 12 1199 481 v/c Ratio 0.59 0.59 1.08 0.56 0.22 0.98 0.76 0.08 1.10 0.60 Control Delay 41.6 41.4 78.9 62.9 39.2 73.0 27.6 16.3 97.8 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.6 41.4 78.9 62.9 39.2 73.0 27.6 16.3 97.8 6.2 Queue Length 50th (ft) 135 137 ~143 75 22 277 393 4 ~554 0 Queue Length 95th (ft) 200 178 #307 125 44 #525 #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 804 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 0.59 0.59 1.08 0.38 0.15 0.98 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 11/21/2016 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) 463 111 414 38 48 160 1345 12 826 171 v/c Ratio 0.83 0.34 0.72 0.22 0.23 0.37 0.59 0.05 0.43 0.19 Control Delay 58.7 43.5 16.2 33.8 38.4 9.9 13.5 8.2 17.2 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 58.7 43.5 16.2 33.8 38.4 9.9 13.5 8.2 17.2 3.0 Queue Length 50th (ft) 163 71 52 20 11 40 258 3 182 0 Queue Length 95th (ft) 172 71 76 31 6 69 324 5 266 31 Internal Link Dist (ft) 302 111 371 498 Turn Bay Length (ft) 125 50 250 250 375 Base Capacity (vph) 577 347 642 344 548 497 2271 244 1922 915 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 0.09 0.32 0.59 0.05 0.43 0.19 Intersection Summary Queues 2018 Total PM Imp.syn 1: Shields Street & Elizabeth Street 11/21/2016 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) 405 52 520 100 74 426 1386 12 1199 481 v/c Ratio 0.82 0.23 0.80 0.39 0.50 0.83 0.62 0.05 0.88 0.55 Control Delay 60.3 43.5 41.0 38.8 56.0 45.9 16.4 12.2 44.5 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.3 43.5 41.0 38.8 56.0 45.9 16.4 12.2 44.5 5.2 Queue Length 50th (ft) 134 31 268 60 48 255 295 3 480 0 Queue Length 95th (ft) 176 59 270 99 95 #438 509 6 #634 56 Internal Link Dist (ft) 192 111 371 498 Turn Bay Length (ft) 125 50 250 250 375 Base Capacity (vph) 514 279 648 344 263 514 2251 225 1364 870 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 0.79 0.19 0.80 0.29 0.28 0.83 0.62 0.05 0.88 0.55 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2035 Total AM.syn 1: Shields Street & Elizabeth Street 11/21/2016 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 58.7 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 58.7 39.5 30.0 38.5 37.9 52.7 11.9 10.2 20.8 1.5 Queue Length 50th (ft) 176 49 111 22 5 84 230 2 229 0 Queue Length 95th (ft) 238 m89 314 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 11/21/2016 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) 538 60 614 143 104 577 2115 10 1834 654 v/c Ratio 0.92 0.29 0.96 0.44 0.41 0.62 0.67 0.07 1.07 0.77 Control Delay 63.9 46.9 59.2 38.5 49.5 42.5 16.5 13.2 80.3 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.9 46.9 59.2 38.5 49.5 42.5 16.5 13.2 80.3 23.0 Queue Length 50th (ft) 174 40 319 87 34 203 338 3 ~575 277 Queue Length 95th (ft) #307 m80 #527 140 63 272 526 9 #671 423 Internal Link Dist (ft) 212 111 371 498 Turn Bay Length (ft) 125 50 250 250 375 Base Capacity (vph) 586 287 642 394 509 924 3158 148 1720 850 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 0.92 0.21 0.96 0.36 0.20 0.62 0.67 0.07 1.07 0.77 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 11/21/2016 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) 65 826 42 368 58 156 67 89 v/c Ratio 0.18 0.65 0.26 0.28 0.10 0.19 0.12 0.11 Control Delay 10.8 14.6 14.5 8.6 9.9 5.5 10.2 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.8 14.6 14.5 8.6 9.9 5.5 10.2 7.3 Queue Length 50th (ft) 12 92 8 28 9 10 11 9 Queue Length 95th (ft) 28 110 16 43 15 28 25 23 Internal Link Dist (ft) 736 1229 296 251 Turn Bay Length (ft) 100 75 75 75 Base Capacity (vph) 420 1480 187 1503 584 808 550 810 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 0.56 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 11/21/2016 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) 120 741 108 775 134 235 93 231 v/c Ratio 0.71 0.57 0.59 0.60 0.25 0.27 0.17 0.27 Control Delay 37.2 15.3 26.5 17.9 13.4 9.1 12.7 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.2 15.3 26.5 17.9 13.4 9.1 12.7 10.0 Queue Length 50th (ft) 37 106 54 200 25 30 17 33 Queue Length 95th (ft) 54 111 m73 m206 74 91 50 75 Internal Link Dist (ft) 736 1229 296 251 Turn Bay Length (ft) 100 75 75 75 Base Capacity (vph) 235 1763 251 1754 533 857 533 857 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 0.51 0.42 0.43 0.44 0.25 0.27 0.17 0.27 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues 2035 Total AM.syn 2: City Park Avenue & Elizabeth Street 11/21/2016 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) 87 1052 42 445 48 179 80 111 v/c Ratio 0.22 0.69 0.31 0.29 0.10 0.24 0.17 0.15 Control Delay 10.6 15.0 20.8 9.8 13.7 8.4 14.4 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.6 15.0 20.8 9.8 13.7 8.4 14.4 9.6 Queue Length 50th (ft) 18 140 16 77 11 20 18 15 Queue Length 95th (ft) 38 176 43 103 32 61 48 46 Internal Link Dist (ft) 737 937 296 251 Turn Bay Length (ft) 100 75 75 75 Base Capacity (vph) 451 1761 155 1741 504 731 479 729 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 0.60 0.27 0.26 0.10 0.24 0.17 0.15 Intersection Summary Queues 2035 Total PM.syn 2: City Park Avenue & Elizabeth Street 11/21/2016 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) 140 1027 147 1101 192 336 126 304 v/c Ratio 0.94 0.61 0.85 0.66 0.58 0.50 0.41 0.46 Control Delay 81.2 12.3 57.3 18.3 26.8 15.9 21.1 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.2 12.3 57.3 18.3 26.8 15.9 21.1 15.2 Queue Length 50th (ft) 40 114 73 227 59 77 36 68 Queue Length 95th (ft) #141 163 m#157 306 #145 149 82 133 Internal Link Dist (ft) 737 937 296 251 Turn Bay Length (ft) 100 75 75 75 Base Capacity (vph) 162 1819 187 1810 329 670 304 667 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 0.86 0.56 0.79 0.61 0.58 0.50 0.41 0.46 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 4BD/4BR DUPLEX 1646 SF TOTAL 4BD/4BR DUPLEX 1646 SF TOTAL 4BD/4BR DUPLEX 1646 SF TOTAL 20' WIDE DRIVEABLE FIRE LANE ACCESS 20' WIDE DRIVEABLE FIRE LANE ACCESS TRASH/ MECH 669 SF SALES 2,494 SF RETAIL 9,649 SF FIRE 423SF GROUND FLOOR PLAN (38,810 SF) 21 PARKING SPACES MAIL 155 SF LOBBY 20' WIDE DRIVEABLE FIRE LANE ACCESS BIKES (20) BIKES (20) PATIO AREA PATIO AREA PLAZA AREA PLAZA AREA PLAZA AREA PLAZA AREA RETAIL APT. BUILDING FAST FOOD REST. RETAIL FAST FOOD REST. PLANTER PLANTER LOADING 4BD/4BR ZONE DUPLEX 1646 SF TOTAL 3BD/3BR DUPLEX 1475 SF TOTAL 3BD/3BR DUPLEX 1475 SF TOTAL 3BD/3BR DUPLEX 1475 SF TOTAL 4BD/4BR DUPLEX 1770 SF TOTAL 4BD/4BR DUPLEX 1990 SF TOTAL RAMP DOWN TWO-WAY RAMP UP 55 PARKING SPACES GRADE PARKING LEVEL 1 (COVERED - 19,680 SF/LEVEL) This conceptual design is based upon a preliminary review of entitlement requirements and on unverified and possibly incomplete site and/or building information, and is intended merely to assist in exploring how the project might be developed. NORTH SHEET 11.14.2016 1415 W. Elizabeth St. CHI16-0159-00 scheme: 14 Ft. Collins, CO 1 0 2' 4' 8' 16' 1/4"=1'-0" P R O J E C T D A T A : SITE AREA: (84,123 SF) 1.93 AC BUILDING AREA: 313,425 SF BUILDING COVERAGE: 69.53% F.A.R.: 3.73 CAR PRKG PROVIDED: 332 STALLS BIKE PRKG PROVIDED: 40+1/ BED TOTAL AREA BREAKDOWN: RETAIL AREA: 9,649 SF RESIDENTIAL: 138,270 SF AMENITY: 6,924 SF CORRIDOR: 17,648 SF STAIR/ELEV: 5,898 SF MECH/TRASH: 5,576 SF PARKING AREA: 129,460 SF TOTAL BLDG AREA: 313,425 SF PROPOSED # OF UNITS: 219 UNITS PROPOSED # OF BEDS: 387 BEDS W. ELIZABETH STREET CITY PARK AVENUE 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 140’ 272’ 9’ 423’ 325’ DL C 150’ 275’ DL 250’ 425’ Elizabeth/City Park Eastbound Left Westbound Left Northbound Left Southbound Left 100’/TWLTL 75’ 75’ 75’ 54’ 73’ 74’ 50’ 100’/TWLTL 75’ 75’ 75’ 141’ 157’ 145’ 82’ 100’/TWLTL 175’ 150’ 100’ Elizabeth/Private Roadway Westbound Left Northbound Left Northbound Right TWLTL C 50’ 25’ 50’ 28’ TWLTL C 50’ 25’ 80’ 35’ TWLTL C 50’ Private Roadway Access Westbound Approach C 25’ C 25’ 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 movements 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 Northbound Right 10.4 20.7 12.7 B C B 11.0 33.8 14.1 B D B 2035 Background Westbound Left Northbound Left Northbound Right 10.1 18.3 12.3 B C B 11.2 29.5 14.1 B D B 2035 Total Westbound Left Northbound Left Northbound Right 10.5 21.7 13.7 B C B 12.9 60.7 16.9 B F C