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Appendix D Traffic Impact Analysis
D Appendix D Traffic Impact Analysis UNIVERSITY PARK MEDICAL CENTER TRAFFIC ANALYSIS Reference Number Agency Date January 26, 2023 City of Palm Desert 14855-03 TA Report.docx PREPARED BY: Janette Cachola | jcachola@urbanxroads.com Marlie Whiteman, P.E. | mwhiteman@urbanxroads.com John Kain, AICP | jkain@urbanxroads.com University Park Medical Center Traffic Analysis 14855-03 TA Report.docx i TABLE OF CONTENTS Table of Contents ................................................................................................................................................ i Appendices ......................................................................................................................................................... iii List of Exhibits .................................................................................................................................................... iv List of Tables ....................................................................................................................................................... v List of Abbreviated Terms ................................................................................................................................ vi 1 Introduction............................................................................................................................................... 1 1.1 Summary of Findings ............................................................................................................................................ 1 1.2 Project Overview ................................................................................................................................................... 4 1.3 Analysis Scenarios ................................................................................................................................................. 4 1.4 Study Area ................................................................................................................................................................ 6 1.5 Recommended Circulation Improvements .................................................................................................. 7 2 Methodologies ........................................................................................................................................ 13 2.1 Level of Service .................................................................................................................................................... 13 2.2 Intersection Capacity Analysis........................................................................................................................ 13 2.3 Traffic Signal Warrant Analysis Methodology .......................................................................................... 15 2.4 Minimum Acceptable Levels of Service (LOS) ......................................................................................... 16 2.5 Deficiency Criteria .............................................................................................................................................. 16 2.6 Project Fair Share Calculation Methodology ............................................................................................ 16 3 Area Conditions ...................................................................................................................................... 17 3.1 Existing Circulation Network .......................................................................................................................... 17 3.2 City of Palm Desert General Plan Circulation Element ......................................................................... 17 3.3 Transit Service ...................................................................................................................................................... 22 3.4 Pedestrian and Bicycle Facilities .................................................................................................................... 22 3.5 Existing (2022) Traffic Counts ........................................................................................................................ 22 3.6 Intersection Operations Analysis .................................................................................................................. 28 3.7 Traffic Signal Warrants Analysis .................................................................................................................... 28 4 Projected Future Traffic ......................................................................................................................... 29 4.1 Project Trip Generation .................................................................................................................................... 29 4.2 Project Trip Distribution ................................................................................................................................... 29 4.3 Modal Split ............................................................................................................................................................. 33 4.4 Project Trip Assignment ................................................................................................................................... 33 4.5 Cumulative Growth Traffic .............................................................................................................................. 33 4.6 Horizon Year (2040) Volume Development ............................................................................................. 39 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx ii 5 EAP (2024) Traffic Conditions ................................................................................................................ 41 5.1 Roadway Improvements .................................................................................................................................. 41 5.2 EAP (2024) Traffic Volume Forecasts ......................................................................................................... 41 5.3 EAP (2024) Intersection Operations Analysis .......................................................................................... 41 5.4 EAP (2024) Conditions Traffic Signal Warrants Analysis ..................................................................... 46 6 EAPC (2024) Traffic Conditions ............................................................................................................. 47 6.1 Roadway Improvements .................................................................................................................................. 47 6.2 EAPC (2024) Traffic Volume Forecasts ...................................................................................................... 47 6.3 Intersection Operations Analysis .................................................................................................................. 47 6.4 Traffic Signal Warrants Analysis .................................................................................................................... 47 6.5 Recommended Cumulative Improvements .............................................................................................. 52 7 Horizon Year (2040) Traffic Conditions ................................................................................................ 53 7.1 Roadway Improvements .................................................................................................................................. 53 7.2 Horizon Year (2040) Volume Forecasts without and with project .................................................. 53 7.3 Intersection Operations Analysis .................................................................................................................. 53 7.4 HY (2040) Traffic Signal Warrants Analysis .............................................................................................. 62 7.5 Queueing Analysis at Project Access Points ............................................................................................. 62 7.6 Recommended Improvements ...................................................................................................................... 62 8 References ............................................................................................................................................... 65 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx iii APPENDICES Appendix 1.1: Approved Traffic Study Scoping Agreement Appendix 3.1: Traffic Counts – March, April, & October 2022 Appendix 3.2: Existing (2022) Conditions Intersection Operations Analysis Worksheets Appendix 3.3: Traffic Signal Warrant Analysis Worksheets Appendix 5.1: EAP (2024) Conditions Intersection Operations Analysis Worksheets Appendix 6.1: EAPC (2024) Conditions Intersection Operations Analysis Worksheets Appendix 7.1: Horizon Year (2040) Without Project Conditions Intersection Operations Analysis Worksheets Appendix 7.2: Horizon Year (2040) With Project Conditions Intersection Operations Analysis Worksheets and Queuing Analysis Worksheets University Park Medical Center Traffic Analysis 14855-03 TA Report.docx iv LIST OF EXHIBITS Exhibit 1-1: Preliminary Site Plan ..................................................................................................................... 2 Exhibit 1-2: Traffic Analysis Study Area ........................................................................................................... 3 Exhibit 1-3: Recommended On-Site Improvements ...................................................................................... 8 Exhibit 1-4: Cumulative Off-site Improvements ............................................................................................. 9 Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls ............................................. 18 Exhibit 3-2: City of Palm Desert General Plan Circulation Element ........................................................... 19 Exhibit 3-3: City of Palm Desert General Plan Roadway Cross-Sections ................................................... 20 Exhibit 3-4: University Neighborhood Specific Plan Street Classifications ............................................... 21 Exhibit 3-5: Existing and Proposed Pedestrian Facilities ............................................................................. 23 Exhibit 3-6: Existing (2022) AM Peak Hour Intersection Volumes .............................................................. 24 Exhibit 3-7: Existing (2022) PM Peak Hour Intersection Volumes .............................................................. 25 Exhibit 3-8: Existing (2022) Average Daily Traffic (ADT) Volumes............................................................... 26 Exhibit 4-1: Project Trip Distribution (outbound) ......................................................................................... 31 Exhibit 4-2: Project Trip Distribution (inbound)............................................................................................ 32 Exhibit 4-3: Project Only AM Peak Hour Traffic Volumes ............................................................................ 34 Exhibit 4-4: Project Only PM Peak Hour Traffic Volumes ............................................................................ 35 Exhibit 4-5: Project Only Average daily traffic Volumes .............................................................................. 36 Exhibit 4-6: Cumulative Development Location Map .................................................................................. 38 Exhibit 5-1: EAP (2024) AM Peak Hour Intersection Volumes..................................................................... 42 Exhibit 5-2: EAP (2024) PM Peak Hour Intersection Volumes ..................................................................... 43 Exhibit 5-3: EAP (2024) Average Daily Traffic (ADT) Volumes ..................................................................... 44 Exhibit 6-1: EAPC (2024) AM Peak Hour Intersection Volumes .................................................................. 48 Exhibit 6-2: EAPC (2024) PM Peak Hour Intersection Volumes .................................................................. 49 Exhibit 6-3: EAPC (2024) Average Daily Traffic (ADT) Volumes ................................................................... 50 Exhibit 7-1: HY (2040) Without Project AM Peak Hour Intersection Volumes .......................................... 54 Exhibit 7-2: HY (2040) Without Project PM Peak Hour Intersection Volumes .......................................... 55 Exhibit 7-3: HY (2040) Without Project Average Daily Traffic (ADT) Volumes ........................................... 56 Exhibit 7-4: HY (2040) With Project AM Peak Hour Intersection Volumes ................................................ 57 Exhibit 7-5: HY (2040) With Project PM PEak Hour Intersection Volumes ................................................ 58 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx v Exhibit 7-6: HY (2040) With Project Average Daily Traffic (ADT) Volumes ................................................. 59 LIST OF TABLES Table 1-1: Summary of Level of Service By Analysis Scenario ...................................................................... 5 Table 1-2: Intersection Analysis Locations ...................................................................................................... 7 Table 1-3: Project Fair Share Calculations ..................................................................................................... 11 Table 2-1: Signalized Intersection LOS Thresholds ...................................................................................... 14 Table 2-2: Unsignalized Intersection LOS Thresholds ................................................................................. 15 Table 2-3: Unsignalized Intersection Locations ............................................................................................ 15 Table 3-1: Intersection Analysis for Existing (2022) Conditions ................................................................. 27 Table 4-1: Project Trip Generation Summary ............................................................................................... 30 Table 4-2: Cumulative Development Land Use Summary .......................................................................... 37 Table 5-1: Intersection Analysis for EAP Conditions .................................................................................... 45 Table 6-1: Intersection Analysis for EAPC (2024) Conditions ...................................................................... 51 Table 7-1: Intersection Analysis for HY (2040) Without Project Conditions .............................................. 60 Table 7-2: Intersection Analysis for HY (2040) With Project Conditions.................................................... 61 Table 7-3: Project ACcess Queuing Analysis for Horizon Year (2040) With Project Conditions ............. 63 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx vi LIST OF ABBREVIATED TERMS (1) Reference ADT Average Daily Traffic CAMUTCD California Manual on Uniform Traffic Control Devices Caltrans California Department of Transportation DU Dwelling Unit EAP Existing Plus Ambient Plus Project EAPC Existing Plus Ambient Plus Project Plus Cumulative HCM Highway Capacity Manual HY Horizon Year ITE Institute of Transportation Engineers LOS Level of Service PA Planning Area PHF Peak Hour Factor Project University Park Medical Center sf Square Feet TA Traffic Analysis University Park Medical Center Traffic Analysis 14855-03 TA Report.docx vii This page intentionally left blank University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 1 1 INTRODUCTION This report presents the results of the traffic analysis (TA) for University Park Medical Center (“Project”), located south of Gerald Ford Drive, north of College Drive, and west of Technology Drive in the City of Palm Desert, as shown on Exhibit 1-1. The purpose of this TA is to evaluate the potential circulation system deficiencies that may result from the development of the proposed Project and recommend improvements to achieve acceptable circulation system operational conditions. This TA has been prepared based in accordance with the County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (December 2020) as the City of Palm Desert utilizes the County guidelines. (1) To ensure that this TA satisfies the City of Palm Desert’s traffic study requirements, Urban Crossroads, Inc. prepared a traffic study scoping package for review by City staff prior to the preparation of this report. The Agreement provides an outline of the Project study area, trip generation, trip distribution, and analysis methodology. The Agreement approved by the City is included in Appendix 1.1. Exhibit 1-2 shows the intersection analysis locations included in this study. 1.1 SUMMARY OF FINDINGS For Existing (2022), Existing plus Ambient plus Project (EAP 2024), and Existing plus Ambient plus Project plus Cumulative (EAPC 2024) conditions, the intersection of Cook Street/I-10 WB Ramps (#7) is operating at an unacceptable level of service (LOS “E” or worse) during the AM peak hour. For Existing plus Ambient plus Project plus Cumulative (EAPC 2024) conditions, the intersection of Cook Street/I-10 EB Ramps (#8) is anticipated to operate at an unacceptable LOS during the PM peak hour. For Horizon Year (2040) future conditions, cumulative LOS deficiencies are also projected to occur at the same two intersections, without or with the Project: # Intersection 7 Cook St. / I-10 WB Ramps 8 Cook St. / I-10 EB Ramps Cook Street / I-10 WB Ramps (#7) – The improvement needed at this location to serve existing (2022), EAP and EAPC (2024), and future long range (2040) conditions consists of a 2nd westbound left turn lane on the westbound off-ramp. Cook Street / I-10 EB Ramps (#8) – The improvement needed at this location to serve EAPC (2024) and future long range (2040) conditions consists of a separate northbound right turn lane with on Cook Street. For 2040 conditions, channelization of the northbound right turn lane is also needed. In addition to access improvements, the Project’s fair share of cumulative traffic include 8.0% towards the lane improvements at Cook Street / I-10 WB Ramps (#7) and 9.2% towards the lane improvements at Cook Street / I-10 EB Ramps (#8). 1 T T G E R A L D F O R D D R I V E T E C H N O L O G Y D R I V E C O L L E G E D R I V E 1 9 E V 15 EV20 EV 20 5 15 15 22 22 21 21 10 14 15 6 20 14 14 16 18 19 19 14 14 18 5 26 E V 14 E V 13 18 18 18 15 3 MEDICAL OFFICE BUILDING 1 MEDICAL OFFICE BUILDING 2 BUILDING SUMMARY BUILDING 1 - MEDICALOFFICE BUILDING 94,700 SF SF BUILDING 2 - MEDICALOFFICE BUILDING 20,000 SF TOTAL BUILDING SQUARE FOOTAGE 114,700 SF PARKING SUMMARY PARKING REQUIRED - BLDG 1 94.7 SF/1000 PARKING REQUIRED - BLDG 2 20 TOTAL PARKING REQUIRED 114.7 MEDICALX5 474 100 574 TOTAL PARKING PROVIDED 581 TOTAL REGULAR EL. VHCLS 94 PARKING SUMMARY TOTAL ACCESSIBLE EL. VHCLS TOTAL AM / EL. VHCLS 11 14 TOTAL VAN EL. VHCLS 3 TOTAL VAN ACC. VHCLS 4 TOTAL STANDARD ACC. VHCLS 12 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S As indicated A101 SITE PLAN 20 2 2 / 1 1 / 0 1 UNIVERSITY MEDICAL OFFICE PARK PALM DESERT, CA 22 1 0 5 5 0'8'16'32'64'0'25'50'100'200' 2 3 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 4 The Project applicant shall participate in CVAG’s TUMF program by paying the requisite TUMF fee and other City fees as determined by the City. The results of the LOS analysis at all of the study area intersections for both existing and future traffic conditions are summarized in Table 1-1. A separate letter contains VMT analysis for the Project: University Park Medical Center Vehicle Miles Traveled (VMT) Analysis (Urban Crossroads, Inc., January 25, 2023). The Project effect on VMT has been reviewed and With Virtual Appointments, there is a VMT decrease and therefore no impact occurs. 1.2 PROJECT OVERVIEW The Project is to consist of 94,700 square foot building with medical offices, an urgent care, and lab uses, as well as a 20,000 square foot outpatient surgery center building. It is anticipated that the Project will be fully developed by year 2024. A preliminary site plan of the proposed Project is shown in Exhibit 1-1. In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation (11th Edition, 2021) manual for the proposed land use (ITE Land Use Code: 720 – Medical/Dental Office) is used. The Project is anticipated to generate a total of 4,129 trip-ends per day with 356 AM peak hour trips and 451 PM peak hour trips. The assumptions and methods used to estimate the Project’s trip generation characteristics are discussed in greater detail in Section 4.1 Project Trip Generation of this report. 1.3 ANALYSIS SCENARIOS For the purposes of this traffic study, potential deficiencies to traffic and circulation have been assessed for each of the following conditions: • Existing (2022) Conditions • Existing plus Ambient Growth plus Project (EAP) (2024) • Existing plus Ambient Growth plus Project plus Cumulative (EAPC) (2024) • Horizon Year 2040 Without Project • Horizon Year 2040 With Project All study area intersections are evaluated using the Highway Capacity Manual (HCM) 6th Edition analysis methodology. 1.3.1 EXISTING (2022) CONDITIONS Information for Existing (2022) conditions is disclosed to represent the baseline traffic conditions as they existed at the time this report was prepared. For a detailed discussion on the existing traffic volumes, see Section 3.5 Existing (2022) Traffic Counts. 4 #Intersection AM PM AM PM AM PM AM PM AM PM 1 Technology Dr. / Gerald Ford Dr. 2 Technology Dr. / E. Dwy. - The Village W. Dwy. 3 Technology Dr. / College Dr. 4 S. Dwy. - University Park Dr. / College Dr. 5 Pacific Av. / College Dr. 6 Cook St. / University Park Dr. 7 Cook St. / I-10 WB Ramps - Without Improvements - With Improvements 8 Cook St. / I-10 EB Ramps - Without Improvements - With Improvements N/AN/AN/AN/A 9 Cook St. / Gerald Ford Dr. 10 Cook St. / University Park Dr. - Berger Dr. W. 11 Cook St. / Frank Sinatra Dr. 12 Main Dwy. / Gerald Ford Dr. N/A N/A N/A N/A Legend: = A - D = E = F F:\UXRjobs\_14600-15000\14855\Excel\[14855 - Report.xlsx]1-1_LOS Summary TABLE 1-1: LEVEL OF SERVICE (LOS) SUMMARY Existing (2022) EAP (2024) EAPC (2024) HY (2040) w/o Project HY (2040) w/ Project 5 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 6 1.3.2 EAP (2024) CONDITIONS The Existing plus Ambient Growth plus Project (EAP) conditions analysis determines traffic deficiencies that would occur on the roadway system with the addition of Project traffic, when compared to existing traffic conditions at each location. To account for background traffic growth, an ambient growth factor from Existing conditions of 4.04% (2% per year, compounded annually over 2 years) is included. 1.3.3 EAPC (2024) CONDITIONS The Existing plus Project plus Ambient Growth plus Cumulative (EAPC) (2024) traffic conditions analysis determines the potential near-term cumulative circulation system deficiencies. To account for background traffic growth, traffic associated with other known cumulative development projects is combined with the ambient growth factor for EAPC scenario. 1.3.4 GENERAL PLAN BUILDOUT (2040) CONDITIONS The General Plan Buildout (2040) conditions analysis is utilized to determine if improvements funded through regional transportation mitigation fee programs, such as the Transportation Uniform Mitigation Fee (TUMF), or other approved funding mechanism can accommodate the long-range cumulative traffic at the target Level of Service (LOS) identified in the City of Palm Desert (lead agency) General Plan. 1.4 STUDY AREA The Project study area was defined in coordination with the City of Palm Desert. Consistent with County of Riverside traffic study guidelines, the study area includes any intersection of “Collector” or higher classification street, with “Collector” or higher classification streets, at which the proposed project will add 50 or more peak hour trips. Exhibit 1-2 presents the study area and intersection analysis locations. The “50 peak hour trip” criteria generally represents a minimum number of trips at which a typical intersection would have the potential to be substantively impacted by a given development proposal. Although each intersection may have unique operating characteristics, this traffic engineering rule of thumb is a widely utilized tool for estimating a potential area of impact (i.e., study area). To ensure that this TA satisfies the needs of the City of Palm Desert, Urban Crossroads, Inc. prepared a Project specific traffic study scoping agreement for review by County staff prior to the preparation of this TA. The agreement provides an outline of the study area, trip generation, trip distribution, and analysis methodology. The agreement approved by the City of Palm Desert is included in Appendix 1.1. The study area intersections shown on Exhibit 1-2 and listed in Table 1-2 were selected for this TA based on consultation with City of Palm Desert. 6 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 7 TABLE 1-2: INTERSECTION ANALYSIS LOCATIONS # Intersection # Intersection 1 Technology Dr. / Gerald Ford Dr. 7 Cook St. / I-10 WB Ramps 2 Technology Dr. / E. Dwy. - The Village W. Dwy. 8 Cook St. / I-10 EB Ramps 3 Technology Dr. / College Dr. 9 Cook St. / Gerald Ford Dr. 4 S. Dwy. - University Park Dr. / College Dr. 10 Cook St. / University Park Dr. 5 Pacific Av. / College Dr. 11 Cook St. / Frank Sinatra Dr. 6 Cook St. / University Park Dr. 12 Main Dwy. / Gerald Ford Dr. 1.5 RECOMMENDED CIRCULATION IMPROVEMENTS Exhibit 1-3 shows the recommended site access improvements and Exhibit 1-4 depicts the cumulative off-site improvements determined to be needed without or with the project. All site access improvements will be designed in compliance with California Manual on Uniform Traffic Control Devices (CA MUTCD), 2014, Updated March 30, 2021 (Revision 6). (3) 1.5.1 SITE ACCESS IMPROVEMENTS The following recommendations achieve acceptable peak hour operations with full occupancy of the Project. Technology Drive / E. Driveway – The Village W. Driveway (#2) • Install a cross street stop for the eastbound (EB) approach, provide one 100 ft. shared left/through/right outbound lane, and modify existing raised median to provided one 90 ft. northbound (NB) left turn lane. S. Driveway – University Park Drive / College Drive (#4) • Install a cross street stop for the southbound (SB) approach, provide one 50ft shared left/through/right outbound lane, and modify existing raised median to provided one 125 ft. EB left turn lane. Main Driveway / Gerald Ford Drive (#12) • Construct Project Main Driveway as a right-in/right-out access only, to be located 500 feet (centerline-to- centerline) from the Technology Drive intersection. Install a cross street stop for the northbound approach. Install an eastbound right turn lane west of the Main Driveway / Gerald Ford Drive and an auxiliary lane east of the Main Driveway / Gerald Ford Drive. The existing roundabout at the intersection of Technology Drive and College Drive should be updated to bring the signing and striping at this roundabout into compliance with the CAMUTCD (Revision 6). Sidewalks currently exist along Gerald Ford Drive, Technology Drive, and College Drive adjacent to the Project site. Site-adjacent sidewalks should be restored to excellent condition by the project prior to opening day. Crosswalks at Project access points will be provided in conjunction with the development of the Project. 7 T T G E R A L D F O R D D R I V E T E C H N O L O G Y D R I V E C O L L E G E D R I V E 1 9 E V 15 EV20 EV 20 5 15 15 22 22 21 21 10 14 15 6 20 14 14 16 18 19 19 14 14 18 5 26 E V 14 E V 13 18 18 18 15 3 MEDICAL OFFICE BUILDING 1 MEDICAL OFFICE BUILDING 2 BUILDING SUMMARY BUILDING 1 - MEDICALOFFICE BUILDING 94,700 SF SF BUILDING 2 - MEDICALOFFICE BUILDING 20,000 SF TOTAL BUILDING SQUARE FOOTAGE 114,700 SF PARKING SUMMARY PARKING REQUIRED - BLDG 1 94.7 SF/1000 PARKING REQUIRED - BLDG 2 20 TOTAL PARKING REQUIRED 114.7 MEDICALX5 474 100 574 TOTAL PARKING PROVIDED 581 TOTAL REGULAR EL. VHCLS 94 PARKING SUMMARY TOTAL ACCESSIBLE EL. VHCLS TOTAL AM / EL. VHCLS 11 14 TOTAL VAN EL. VHCLS 3 TOTAL VAN ACC. VHCLS 4 TOTAL STANDARD ACC. VHCLS 12 Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S As indicated A101 SITE PLAN 20 2 2 / 1 1 / 0 1 UNIVERSITY MEDICAL OFFICE PARK PALM DESERT, CA 22 1 0 5 5 0'8'16'32'64'0'25'50'100'200' 8 9 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 10 1.5.2 INTERSECTION QUEUES AT PROJECT ACCESS POINTS A queuing analysis was performed for Horizon Year (2040) With Project conditions to assess the adequacy of turn bay lengths to accommodate vehicle queues at the Project entries. As shown in Table 7-3, the proposed Project turn bay lengths and driveway lengths provide adequate storage to accommodate the anticipated 95th percentile queues. 1.5.3 PARTICIPATION IN OFF-SITE INTERSECTION IMPROVEMENTS The recommended cumulative improvements required to achieve acceptable circulation system performance are described in detail within Section 7 Horizon Year (2045) Traffic Analysis of this report. Exhibit 1-4 depicts the recommended cumulative improvements at these two locations: Cook Street & I-10 WB Ramps (#7) • Provide a 2nd 200 ft. WB left turn lane. Cook Street & I-10 EB Ramps (#8) • Restripe existing NB travel lanes to achieve a 12 ft. wide NB 200 ft. long right turn lane, with remaining through travel lanes at 11 ft. widths. Ultimately include NB free-right turn channelization. Project participation may include a combination of fee payments to established programs (e.g., TUMF), payment of a fair share contribution toward future improvements, or a combination of these approaches. Detailed fair share calculations, for each peak hour, are provided in Table 1-3 for study area intersections. 10 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 11 TABLE 1-3: PROJECT FAIR SHARE CALCULATIONS ID Intersection Existing (2022) Traffic HY (2040) w/ Project Traffic3 Project Only Traffic Total New Traffic1 Project Fair Share (%)2 7 Cook St. / I-10 WB Ramps • AM Peak Hour 2,387 3,604 93 1,217 7.6% • PM Peak Hour 1,727 3,344 129 1,617 8.0% 8 Cook St. / I-10 EB Ramps • AM Peak Hour 3,240 5,213 178 1,973 9.0% • PM Peak Hour 2,884 5,341 226 2,457 9.2% 1 Total New Traffic = (HY 2040 WP - Existing Traffic) 2 Project Fair Share % = (Project Only Traffic / Total New Traffic) 3 Horizon Year (2040) With Project Conditions 11 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 12 This page intentionally left blank 12 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 13 2 METHODOLOGIES This section of the report presents the methodologies used to perform the traffic analyses summarized in this report. The methodologies described are consistent with County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled. (1) 2.1 LEVEL OF SERVICE Traffic operations of roadway facilities are described using the term "Level of Service" (LOS). LOS is a qualitative description of traffic flow based on several factors, such as speed, travel time, delay, and freedom to maneuver. Six levels are typically defined ranging from LOS A, representing completely free-flow conditions, to LOS F, representing breakdown in flow resulting in stop-and-go conditions. LOS E represents operations at or near Capacity, an unstable level where vehicles are operating with the minimum spacing for maintaining uniform flow. 2.2 INTERSECTION CAPACITY ANALYSIS The definitions of LOS for interrupted traffic flow (flow restrained by the existence of traffic signals and other traffic control devices) differ slightly depending on the type of traffic control. The LOS is typically dependent on the quality of traffic flow at the intersections along a roadway. The 6th Edition Highway Capacity Manual (HCM) methodology expresses the LOS at an intersection in terms of delay time for the various intersection approaches. (2)The HCM uses different procedures depending on the type of intersection control. 2.2.1 SIGNALIZED INTERSECTIONS The City of Palm Desert requires signalized intersection operations analysis based on the methodology described in the HCM. (2) Intersection LOS operations are based on an intersection’s average control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. For signalized intersections LOS is related to the average control delay per vehicle and is correlated to a LOS designation as described on Table 2-1. The traffic modeling and signal timing optimization software package Synchro (Version 11) has been utilized to analyze signalized intersections. Synchro is a macroscopic traffic software program that is based on the signalized intersection Capacity analysis as specified in the HCM. Macroscopic level models represent traffic in terms of aggregate measures for each movement at the study intersections. Equations are used to determine measures of effectiveness such as delay and queue length. The level of service and Capacity analysis performed by Synchro takes into consideration optimization and coordination of signalized intersections within a network. A saturation flow rate of 1900 has been utilized for all study area intersections located within the study area. The peak hour traffic volumes are adjusted using a peak hour factor (PHF) to reflect peak 15- minute volumes. Common practice for LOS analysis is to use a peak 15-minute rate of flow. However, flow rates are typically expressed in vehicles per hour. The PHF is the relationship between the peak 15-minute flow rate and the full hourly volume (e.g. PHF = [Hourly Volume] / [4 x Peak 15-minute Flow 13 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 14 Rate]). The use of a 15-minute PHF produces a more detailed analysis as compared to analyzing vehicles per hour. Existing PHFs have been used for all analysis scenarios. Per the HCM, PHF values over 0.95 often are indicative of high traffic volumes with capacity constraints on peak hour flows while lower PHF values are indicative of greater variability of flow during the peak hour. (2) TABLE 2-1: SIGNALIZED INTERSECTION LOS THRESHOLDS 2.2.2 UNSIGNALIZED INTERSECTIONS The City of Palm Desert requires the operations of unsignalized intersections be evaluated using the methodology described in the HCM. (2) The LOS rating is based on the weighted average control delay expressed in seconds per vehicle (see Table 2-2). At two-way or side-street stop-controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street, as well as for the intersection as a whole. For approaches composed of a single lane, the delay is computed as the average of all movements in that lane. Delay for the intersection is reported for the worst individual movement at a two-way stop-controlled intersection. For all-way stop controlled intersections, LOS is computed for the intersection as a whole (average delay). Description Average Control Delay (Seconds), V/C ≤ 1.0 Level of Service, V/C ≤ 1.01 Operations with very low delay occurring with favorable progression and/or short cycle length.0 to 10.00 A Operations with low delay occurring with good progression and/or short cycle lengths.10.01 to 20.00 B Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear. 20.01 to 35.00 C Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable. 35.01 to 55.00 D Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. This is considered to be the limit of acceptable delay. 55.01 to 80.00 E Operation with delays unacceptable to most drivers occurring due to over saturation, poor progression, or very long cycle lengths. 80.01 and up F Source: HCM, 6th Edition 1 If V/C is greater than 1.0 then LOS is F per HCM. 14 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 15 TABLE 2-2: UNSIGNALIZED INTERSECTION LOS THRESHOLDS 2.3 TRAFFIC SIGNAL WARRANT ANALYSIS METHODOLOGY The term "signal warrants" refers to the list of established criteria used by Caltrans and other public agencies to quantitatively justify or determine the potential need for installation of a traffic signal at an otherwise unsignalized intersection. This TA uses the signal warrant criteria presented in the Caltrans California Manual on Uniform Traffic Control Devices (CA MUTCD). (3) The signal warrant criteria for existing study area intersections are based upon several factors, including volume of vehicular and pedestrian traffic, frequency of accidents, and location of school areas. The CA MUTCD indicates that the installation of a traffic signal should be considered if one or more of the signal warrants are met. (3) Specifically, this TA utilizes the Peak Hour Volume-based Warrant 3 as the appropriate representative traffic signal warrant analysis for existing traffic conditions and for all future analysis scenarios for existing unsignalized intersections. Warrant 3 is appropriate to use for this TA because it provides specialized warrant criteria for intersections with rural characteristics. For the purposes of this study, the speed limit was the basis for determining whether Urban or Rural warrants were used for a given intersection. Urban warrants have been used as posted speed limits on the major roadways with unsignalized intersections are 40 miles per hour or below and rural warrants have been used on roadways with speeds greater than 40 miles per hour. Future intersections that do not currently exist have been assessed regarding the potential need for new traffic signals based on future average daily traffic (ADT) volumes, using the Caltrans planning level ADT-based signal warrant analysis worksheets. Similarly, the speed limit has been used as the basis for determining the use of Urban and Rural warrants. Traffic signal warrant analyses were performed for all of the following unsignalized study area intersections (see Table 2-3): TABLE 2-3: UNSIGNALIZED INTERSECTION LOCATIONS # Intersection 2 Technology Dr. / E. Dwy. - The Village W. Dwy. 4 S. Dwy. - University Park Dr. / College Dr. Description Average Control Delay (Seconds), V/C ≤ 1.0 Level of Service, V/C ≤ 1.01 Little or no delays.0 to 10.00 A Short traffic delays.10.01 to 15.00 B Average traffic delays.15.01 to 25.00 C Long traffic delays.25.01 to 35.00 D Very long traffic delays.35.01 to 50.00 E Extreme traffic delays with intersection capacity exceeded.> 50.00 F Source: HCM, 6th Edition 1 If V/C is greater than 1.0 then LOS is F per HCM. 15 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 16 2.4 MINIMUM ACCEPTABLE LEVELS OF SERVICE (LOS) Per the City of Palm Desert’s General Plan, LOS D is the threshold for acceptable traffic conditions on the circulation network. 2.5 DEFICIENCY CRITERIA This section outlines the methodology used in this analysis related to identifying circulation system deficiencies. To determine whether the addition of project-related traffic at a study intersection would result in a deficiency, the following will be utilized: A deficiency occurs at study area intersections if the pre-Project condition is at or better than LOS D (i.e., acceptable LOS), and the addition of project trips causes the peak hour LOS of the study area intersection to operate at unacceptable LOS (i.e., LOS E or F). For intersections currently operating at unacceptable LOS (LOS E or F), a deficiency will occur if the Project contributes 50 or more peak hour trips to pre- project traffic conditions. 2.6 PROJECT FAIR SHARE CALCULATION METHODOLOGY In cases where this TA identifies that the Project would contribute additional traffic volumes to cumulative traffic deficiencies, Project fair share costs of improvements necessary to address deficiencies have been identified. The Project’s fair share cost of improvements is determined based on the following equation, which is the ratio of Project traffic to total future traffic: Project Fair Share % = Project Traffic / (Horizon Year 2040 Total Traffic – Existing Traffic) The Project fair share contribution calculations are presented in Section 1.5.3 Participation in off-site intersection improvements of this TA. 16 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 17 3 AREA CONDITIONS This section provides a summary of the existing circulation network, the City of Palm Desert General Plan Circulation Network, and a review of existing peak hour intersection operations and traffic signal warrant analyses. 3.1 EXISTING CIRCULATION NETWORK Pursuant to the agreement with City of Palm Desert staff (Appendix 1.1), the study area includes 11 existing and future intersections as shown previously on Exhibit 1-2. Exhibit 3-1 illustrates the study area intersections located near the proposed Project and identifies the number of through traffic lanes for existing roadways and intersection traffic controls. 3.2 CITY OF PALM DESERT GENERAL PLAN CIRCULATION ELEMENT The roadway classifications and planned (ultimate) roadway cross-sections of the major roadways within the study area, as identified on the City of Palm Desert General Plan Circulation Element, are described below. Exhibit 3-2 shows the City of Palm Desert General Plan Circulation Element and Exhibit 3-3 illustrates the City of Palm Desert General Plan roadway cross-sections. In addition, Exhibit 3-4 presents the University Neighborhood Specific Plan. Gerald Ford Drive is a Balanced Arterial which currently provides four to six vehicle lanes (six lanes west of Cook Street and four lanes east of Cook Street) with a raised median along with bicycle, golf cart, and pedestrian facilities, striving for a balance between transportation modes. Bike/golf cart lanes currently exist, as do some sidewalks. Cook Street is a Vehicular Oriented Arterial which prioritizes the movement of automobiles. Six vehicle lanes are provided for Vehicular Oriented Arterials with median landscaping and turn lanes. Cook Street currently exists in the study area with six travel lanes. College Drive is a Collector Street which provides two shared vehicle/bicycle lanes and is intended to funnel traffic to larger facilities. College Drive exists as a two-lane road with bike/golf cart lanes, raised median, and sidewalks. University Park Drive is shown as a local roadway within the City’s General Plan. However, the University Park Neighborhood Specific Plan shows University Park Drive as a Collector Street and exists as a two-lane road with bike/golf cart lanes, raised median, and sidewalks. Pacific Avenue is a Collector Street which provides two shared vehicle/bicycle lanes. Pacific Avenue currently exists as a four lane roadway with TWLTL, bike lanes, and sidewalks. Technology Drive is a Collector Street which provides two shared vehicle/bicycle lanes. Technology Drive currently exists as a two-lane road with raised median south of Gerald Ford Drive, striped TWLTL median north of Gerald Ford Drive. Sidewalks exist on both sides of Technology Drive. 17 18 19 20 3-38 1 01.07.17 | CITY OF PALM DESERT UNIVERSITY NEIGHBORHOOD SPECIFIC PLAN SECTION 3.5 | STREET LANDSCAPE STANDARDSC. Street Tree PlanAll Street Landscape Standards are grouped into 5 catego-ries: 1) Existing Arterials; 2) Existing Collectors; 3) Framework & Open Space Streets; 4) Neighborhood Streets & Greens; and, 5) Parking Lots. These categories are based on the sim-ilarity of street conditions and the intended design and use of a specific place (See Figure 3.5). Note, Parking Lots are not shown in the diagram below as their location will depend on final site plans. In addition to Figure 3.5.1 below, a list of recommended street trees is provided in Table 3.5.1, identifying specific locations where tree types are advised and permitted. These recommended trees and landscape conditions are further described and illustrated on the following pages. Notes. While the Street Landscape Standards in this section provide an abbreviated list of acceptable trees, plants and groundcover, a complete list of permissible trees, plants and groundcover may be found in Appendix B. All final street landscaping decisions shall complement the intended design and use of a given street and location within the UNSP. The Master Landscape Plan (MLP, see Sec- tion 6.7) shall identify all trees and landscaping intended for streets, parks and other open spaces for the subject phase of development. FIG. 3.5.1 STREET LANDSCAPE PLAN OVERVIEW MILLENNIUM PLANNING AREA Street Classifications UNSP Zones (See Section 4.1) Existing Arterials Neighborhood Center (NC) Existing Collectors Neighborhood Medium (NM) Framework Streets Neighborhood Low (NL) Neighborhood Streets Open Space (OS) Park Frontage Drive 21 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 22 Frank Sinatra Drive is a Balanced Arterial which provides four vehicle lanes with either a median or two-way-left-turn-lane along with bicycle and pedestrian facilities, striving for a balance between transportation modes. Frank Sinatra Drive currently exists in the study area with four travel lanes, bike lanes and some sidewalks. 3.3 TRANSIT SERVICE The study area is currently served by the Sunline with bus services along Cook Street via route 5 and route 10. Transit service is reviewed and updated by Sunline periodically to address ridership, budget and community demand needs. Changes in land use can affect these periodic adjustments which may lead to either enhanced or reduced service where appropriate. As such, it is recommended that the Project Applicant work in conjunction with STA to potentially accommodate bus service to the site. 3.4 PEDESTRIAN AND BICYCLE FACILITIES Existing on-street bike lanes are located on both sides of the roadways along Frank Sinatra Drive (east of Cook Street), Gerald Ford Drive (west of Technology Drive), College Drive, and University Park Drive. Sidewalks generally exist throughout the study area, except for the east side of Cook Street (north of Gerald Ford Drive), north side of Gerald Ford Drive (between Pacific Avenue & Technology Drive), south side of Gerald Ford Drive (east of Cook Street), east and west side of Technology Drive, and north side of Frank Sinatra Drive (west of Cook Street). Exhibit 3-5 shows the existing pedestrian and bike facilities. 3.5 EXISTING (2022) TRAFFIC COUNTS The intersection LOS analysis is based on the traffic volumes observed during the peak hour conditions using traffic count data collected in March, April, and October 2022. The following peak hours were selected for analysis: Weekday AM Peak Hour (peak hour between 7:00 AM and 9:00 AM) Weekday PM Peak Hour (peak hour between 4:00 PM and 6:00 PM) The raw manual peak hour turning movement traffic count data sheets are included in Appendix 3.1. The weekday AM and PM peak hour count data are representative of typical peak hour traffic conditions in the study area. There were no observations made in the field that would indicate atypical traffic conditions on the count dates, such as construction activity that would prevent or limit roadway access and detour routes. These raw turning volumes have been flow conserved between intersections with limited access, no access and where there are currently no uses generating traffic. Existing weekday peak hour intersection volumes are shown on Exhibits 3-5 and 3-6. Existing weekday ADT volumes are shown on Exhibit 3-7. Where actual 24-hour tube count data was not available, Existing ADT volumes were based upon factored intersection peak hour counts collected by Urban Crossroads, Inc. using the following formula for each intersection leg: Weekday PM Peak Hour (Approach Volume + Exit Volume) x 12.987 = Leg Volume 22 23 24 25 26 Delay3 Level of Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 LTRLTRLTRLTRAMPMAMPM 1Technology Dr. / Gerald Ford Dr.TS 11111013113111.012.6B B 2 Technology Dr. / E. Dwy. - The Village W. Dwy. CSS 01111000001!08.78.9A A 3Technology Dr. / College Dr.RDB 00001!00100103.03.1A A 4S. Dwy. - University Park Dr. / College Dr. CSS 1010000111109.08.9A A 5Pacific Av. / College Dr.RDB 00001!00100102.92.9A A 6Cook St. / University Park Dr.RDB 01!001!001!001!03.13.3 A A 7Cook St. / I-10 WB Ramps TS 021>>0300000.50.5157.011.3E B 8Cook St. / I-10 EB Ramps TS 03013010.51.500016.222.9B C 9Cook St. / Gerald Ford Dr.TS 231231221>>22127.732.6C C 10Cook St. / University Park Dr. - Berger Dr. W. TS 131>>2311111115.55.8A A 11Cook St. / Frank Sinatra Dr.TS 22023122122112.125.9B C 12 Main Dwy. / Gerald Ford Dr. 1 TS = Traffic Signal; CSS = Cross-street Stop; RDB = Roundabout 2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. 3 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal, roundabout, or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. F:\UXRjobs\_14600-15000\14855\Excel\[14855 - Report.xlsx]E TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2022) CONDITIONS Intersection Approach Lanes2 Future Intersection L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; > = Right-Turn Overlap Phasing; >> = Free-Right Turn Lane 27 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 28 A comparison of the PM peak hour and daily traffic volumes of various roadway segments within the study area indicated that the peak-to-daily relationship is approximately 7.7 percent. As such, the above equation utilizing a factor of 12.987 estimates the ADT volumes on the study area roadway segments assuming a peak-to-daily relationship of approximately 7.7 percent (i.e., 1/0.077 = 12.987) and was assumed to sufficiently estimate average daily traffic (ADT) volumes for planning-level analyses. 3.6 INTERSECTION OPERATIONS ANALYSIS Existing peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this report. The intersection operations analysis results are summarized on Table 3-1, which indicates that the intersection of Cook Street/I-10 WB Ramps (#7) is operating at an unacceptable level of service (LOS “E” or worse) during the AM peak hour. The intersection operations analysis worksheets are included in Appendix 3.2 of this TA. 3.7 TRAFFIC SIGNAL WARRANTS ANALYSIS Traffic signal warrants for Existing traffic conditions are based on existing peak hour intersection turning volumes. The study area unsignalized intersections do not currently warrant a traffic signal for Existing traffic conditions. Existing conditions traffic signal warrant analysis worksheets are provided in Appendix 3.3. 28 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 29 4 PROJECTED FUTURE TRAFFIC This section presents the traffic volumes estimated to be generated by the Project, as well as the Project’s trip assignment onto the study area roadway network. The Project is proposed to consist of 94,700 square foot building with medical offices, an urgent care, and lab uses, as well as a 20,000 square foot outpatient surgery center building. It is anticipated that the Project would be fully developed by year 2024. Project will have a right- in/right-out only access to Gerald Ford Drive, a full access on Technology Drive across the adjacent property’s (The Village) westerly driveway, and a full access on College Drive at the existing University Park Drive/College Drive intersection. 4.1 PROJECT TRIP GENERATION Trip generation represents the amount of traffic which is both attracted to and produced by a development. Determining traffic generation for a specific project is therefore based upon forecasting the amount of traffic that is expected to be both attracted to and produced by the specific land uses being proposed for a given development. In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the ITE Trip Generation (11th Edition, 2021) manual for the proposed land use (ITE Land Use Code: 720 – Medical/Dental Office) is used. (4) Per ITE Trip Generation Manual, a medical-dental office building (ITE 720) is a facility that provides diagnoses and outpatient care on a routine basis but is unable to provide prolonged in-house medical and surgical care. One or more private physicians or dentists generally operate this type of facility. Therefore, ITE rates for a medical-dental office land use has also been utilized for the outpatient surgery center portion of the Project. Table 4-1 presents the trip generation rates and the resulting trip generation summary for the proposed Project. As shown in Table 4-1, the Project is anticipated to generate a total of 4,129 trip- ends per day with 356 AM peak hour trips and 451 PM peak hour trips. 4.2 PROJECT TRIP DISTRIBUTION The Project trip distribution and assignment process represents the directional orientation of traffic to and from the Project site. The trip distribution has been developed based on past work experience in the vicinity of the Project site and refined to reflect the roadway network and the surrounding uses in the vicinity of the proposed Project as they exist today. The trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding uses, and the proximity to the regional freeway system. Exhibits 4-1 and 4-2 depicts the trip distribution patterns for the Project. 29 In Out Total In Out Total Medical-Dental Office 720 114.7 TSF 2.45 0.65 3.10 1.18 2.75 3.93 36.00 In Out Total In Out Total Medical-Dental Office 720 94.7 TSF 232 62 294 112 260 372 3,409 Outpatient Surgery Center3 720 20 TSF 49 13 62 24 55 79 720 281 75 356 136 315 451 4,129 F:\UXRjobs\_14600-15000\14855\Excel\[14855 - Report.xlsx]4-1 - TG 3 For analysis purposes, ITE 720 rates are utilized for outpatient surgery center land use. 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 TSF = Thousand Square Feet Land Use ITE LU Code Quantity 2 AM Peak Hour PM Peak Hour Daily Trip Generation Results TOTAL Land Use ITE LU Code Quantity 2 AM Peak Hour PM Peak Hour Daily TABLE 4-1: PROJECT TRIP GENERATION SUMMARY Trip Generation Rates1 30 31 32 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 33 4.3 MODAL SPLIT The potential for Project trips (non-truck) to be reduced by the use of public transit, walking or bicycling have not been included as part of the Project’s estimated trip generation. Essentially, the Project’s traffic projections are "conservative" in that these alternative travel modes would reduce the forecasted traffic volumes. 4.4 PROJECT TRIP ASSIGNMENT The assignment of traffic from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial highway and local street system improvements that would be in place by the time of initial occupancy of the Project. Based on the identified Project traffic generation and trip distribution patterns, Project weekday ADT and weekday peak hour intersection turning movement volumes are shown on Exhibits 4-3 to 4-5. 4.5 CUMULATIVE GROWTH TRAFFIC 4.5.1 AMBIENT GROWTH RATE Future year traffic forecasts have been based upon background (ambient) growth at 4.04 percent (2 percent per year over 2 years) for EAP and EAPC traffic conditions. The ambient growth factor is intended to approximate regional traffic growth. This ambient growth rate is added to existing traffic volumes to account for area-wide growth not reflected by cumulative development projects. Ambient growth has been added to daily and peak hour traffic volumes on surrounding roadways, in addition to traffic generated by the development of future projects that have been approved but not yet built and/or for which development applications are actively underway. 4.5.2 CUMULATIVE DEVELOPMENT TRAFFIC A cumulative project list was developed for the purposes of this analysis through consultation with planning and engineering staff from the City of Palm Desert. Exhibit 4-6 illustrates the cumulative development location map. A summary of cumulative development projects and their proposed land uses are shown on Table 4- 2. If applicable, the traffic generated by individual cumulative projects was manually added to the Opening Year Cumulative forecasts to ensure that traffic generated by the listed cumulative development projects in Table 4-2 are reflected as part of the background traffic. 4.5.3 NEAR-TERM TRAFFIC FORECASTS The near-term traffic analysis includes the following traffic conditions, with the various traffic components: EAP (2024) o Existing 2022 volumes o Ambient growth traffic (4.04%) o Project Traffic EAPC (2024) o Existing 2022 volumes o Ambient growth traffic (4.04%) o Cumulative Development traffic o Project Traffic 33 34 35 36 TAZ Project Name Land Use1 Quantity Units2 PD8 Fairfield Inn & Suites Marriott Hotel Hotel 108 RM SFDR 166 DU Multi‐Family 612 DU Commercial 551 TSF Hotel 250 RM PD11 Scotelle Office Building Commercial 10.732 TSF SFDR 764 DU Multi‐Family 336 DU Congregate Care 161 DU Assisted Living 150 DU SFDR 288 DU Multi‐Family 182 DU PD14 Dolce SFDR 159 DU PD15 Spanish Walk Multi‐Family (affordable housing)150 DU PD17 Falling Waters SFDR 159 DU PD18 The Sands Apartments Apartments (with 20% affordable housing)388 DU SFDR 111 DU Multi‐Family 114 DU Multi‐Family 384 DU Commercial 120 TSF PD28 Portola Av./Frank Sinatra Dr. Residential Multi‐Family 402 DU PD29 Monterey Crossings Commercial 120 TSF PD30 Santa Barbara Apartment Multi‐Family 48 DU Resort Hotel 350 RM Surf Lagoon 1350 Guests Shopping Center 4 TSF High-Turnover (Sit-Down) Restaurant 11.25 TSF PD34 The Retreat at Desert Willow Condominiums 112 DU PD36 Laboratory/Office Space Building Laboratory/Office Space 20.5 TSF PD37 University Park 196 (Lennar)Single Family - Attached Residential 196 DU PD38 Urban Crossings (UHC)Multi-Family 176 DU PD39 TTM 37993 SFDR 176 DU SFDR 248 DU Multi-Family 571 DU Single-Family Attached 150 DU PD41 University Village Pad 3 Sit-Down Restaurant 9 TSF PD42 University Park - Phase 1 SFDR 240 DU PD43 CSUSB Campus Master Plan University/ College 8000 STU Concert Sellout 11000 Seats Concert Average 7500 Seats RM5 PDP 13003/FDP 13004 SFDR 32 DU RM17 TTM 36623/PDP 14003 SFDR 17 DU RM28 TTM 32308 (Los Ranchos)SFDR 7 DU RM39 TPM 34233 SFDR 4 DU RM40 TPM 34741 SFDR 4 DU RM44 TPM 36683 SFDR 1 DU RM45 TPM 36849 SFDR 3 DU RM47 Monterey Medical Center Medical Office 75.164 TSF RM48 Pulte Homes / Del Webb Assisted Living 84 Beds Hotel 400 RM Retail 175.0 TSF Multi‐Family (Mid Rise)832 DU Single Family 1100 DU F:\UXRjobs\_14600-15000\14855\Excel\[14855 - Report.xlsx]4-2 - C 2 DU = Dwelling Units; TSF = Thousand Square Feet; RM = Room; STU = Students PD40 Vitalia/Refuge PD31 Desert Surf City of Rancho Mirage RM49 Section 31 Specific Plan 1 SFDR = Single Family Detached Residential Thousand Palms Acrisure Arena (Northstar Specific Plan)TP1 PD13 Villa Portofino PD21 Ponderosa II PD25 Monterey Specific Plan TABLE 4-2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY City of Palm Desert PD10 Millennium Palm Desert PD12 University Park 37 38 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 39 4.6 HORIZON YEAR (2040) VOLUME DEVELOPMENT Future horizon year 2040 traffic projections from the Draft Section 31 Specific Plan Traffic Impact Study, March 2019, prepared by Fehr & Peers is utilized. For intersections without 2040 data, traffic flow conservation has been maintained between intersections and full buildout volumes of known cumulative projects in the area are accounted for. 39 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 40 This page intentionally left blank 40 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 41 5 EAP (2024) TRAFFIC CONDITIONS This section discusses the methods used to develop Existing plus Ambient Growth plus Project (EAP) (2024) traffic conditions and the resulting peak hour intersection operations and traffic signal warrant analyses. 5.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for EAP conditions are consistent with existing conditions shown previously on Exhibit 3-1. In addition, Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for EAP conditions (e.g., intersection and roadway improvements at the Project’s frontage and driveways), including the improvements listed below: Technology Drive / E. Driveway – The Village W. Driveway (#2) Install a cross street stop for the eastbound (EB) approach, provide one 100 ft. shared left/through/right outbound lane, and modify existing raised median to provided one 90 ft. northbound (NB) left turn lane. S. Driveway – University Park Drive / College Drive (#4) Install a cross street stop for the southbound (SB) approach, provide one 50ft shared left/through/right outbound lane, and modify existing raised median to provided one 125 ft. EB left turn lane. Main Driveway / Gerald Ford Drive (#12) Construct Project Main Driveway as a right-in/right-out access only, to be located 500 feet (centerline-to- centerline) from the Technology Drive intersection. Install a cross street stop for the northbound approach. 5.2 EAP (2024) TRAFFIC VOLUME FORECASTS To account for background traffic growth, an ambient growth from Existing conditions of 4.04% (2 percent per year over 2 years, compounded annually) is included for EAP traffic conditions. Cumulative development projects are not included as part of the EAP analysis. The weekday ADT and weekday peak hour intersection turning movement volumes which can be expected for EAP (2024) traffic conditions are shown on Exhibits 5-1 through 5-3. 5.3 EAP (2024) INTERSECTION OPERATIONS ANALYSIS EAP peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA. The intersection analysis results are summarized in Table 5-1, which indicate that the intersection of Cook Street / I-10 WB Ramps (#7) is operating at an unacceptable LOS during morning peak hour conditions. This intersection also operates at an unacceptable LOS for existing conditions. The intersection operations analysis worksheets for EAP (2024) traffic conditions are included in Appendix 5.1 of this TA. 41 42 43 44 Delay3 Level of Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 LTRLTRLTRLTRAMPMAMPM 1Technology Dr. / Gerald Ford Dr.TS 11111013113114.614.8B B 2 Technology Dr. / E. Dwy. - The Village W. Dwy. CSS 1 1111001!0 0 1! 0 11.0 10.8 B B 3Technology Dr. / College Dr. RDB 00001!00100103.53.3A A 4S. Dwy. - University Park Dr. / College Dr. CSS 11001!0 1 1111010.09.7B A 5Pacific Av. / College Dr. RDB 00001!00100103.03.1A A 6Cook St. / University Park Dr. RDB 01!001!001!001!03.53.6 A A 7 Cook St. / I-10 WB Ramps - Without Improvements TS 021>>0300000.50.5175.811.9E B - With Improvements TS 021>>0300001 1!0 25.3 11.2 C B 8Cook St. / I-10 EB Ramps TS 03013010.51.500018.530.4B C 9Cook St. / Gerald Ford Dr.TS 231231221>>22129.933.8C C 10Cook St. / University Park Dr. - Berger Dr. W. TS 131>>2311111117.56.8A A 11Cook St. / Frank Sinatra Dr.TS 22023122122112.829.2B C 12 Main Dwy. / Gerald Ford Dr.CSS 001 000031 0 3 0 10.6 13.8 B B 1 TS = Traffic Signal; CSS = Cross-street Stop; RDB = Roundabout 2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. 3 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal, roundabout, or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. F:\UXRjobs\_14600-15000\14855\Excel\[14855 - Report.xlsx]EAP TABLE 5-1: INTERSECTION ANALYSIS FOR EAP (2024) CONDITIONS L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; > = Right-Turn Overlap Phasing; >> = Free-Right Turn Lane; 1 = Improvement Intersection Approach Lanes2 45 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 46 5.4 EAP (2024) CONDITIONS TRAFFIC SIGNAL WARRANTS ANALYSIS Traffic signal warrants for EAP (2024) traffic conditions are based on EAP peak hour intersection turning volumes and ADT volumes. For EAP (2024) traffic conditions, there are no unsignalized study area intersections that currently warrant a traffic signal based on peak hour traffic flows and ADT volumes (see Appendix 3.3). 46 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 47 6 EAPC (2024) TRAFFIC CONDITIONS This section discusses the methods used to develop Existing plus Ambient Growth plus Project plus Cumulative (EAPC) (2024) traffic forecasts, and the resulting intersection operations and traffic signal warrant analyses. 6.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for EAPC conditions are consistent with those shown previously on Exhibit 3-1, with the exception of the following: Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for EAPC conditions only (e.g., intersection and roadway improvements at the Project’s frontage and driveways). Driveways and those facilities assumed to be constructed by cumulative developments to provide site access are also assumed to be in place for EAPC conditions only (e.g., intersection and roadway improvements along the cumulative development’s frontages and driveways). 6.2 EAPC (2024) TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes plus an ambient growth factor of 4.04% plus traffic from pending and approved but not yet constructed known development projects in the area. The weekday ADT and weekday peak hour volumes which can be expected for EAPC (2024) traffic conditions are shown on Exhibits 6-1 through 6-3. 6.3 INTERSECTION OPERATIONS ANALYSIS LOS calculations were conducted for the study intersections to evaluate their operations under EAPC (2024) traffic conditions with roadway and intersection geometrics consistent with Section 6.1 Roadway Improvements. As shown on Table 6-1, the following study area intersections are anticipated operate at an unacceptable LOS during the peak hours: Cook Street / I-10 WB Ramps (#7) Cook Street / I-10 EB Ramps (#8) The intersection operations analysis worksheets for EAPC (2024) traffic conditions are included in Appendix 6.1 of this TA. 6.4 TRAFFIC SIGNAL WARRANTS ANALYSIS The traffic signal warrant analysis for EAPC (2024) traffic conditions provided in Appendix 3.3. The unsignalized intersections are not anticipated to meet peak hour volume-based warrants and daily volume-based warrants with the addition of Project traffic (see Appendix 3.3). 47 48 49 50 Delay3 Level of Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 LTRLTRLTRLTRAMPMAMPM 1Technology Dr. / Gerald Ford Dr.TS 11111013113115.717.6B B 2 Technology Dr. / E. Dwy. - The Village W. Dwy. CSS 1 1111001!0 0 1! 0 12.8 13.8 B B 3Technology Dr. / College Dr. RDB 00001!00100104.75.0A A 4S. Dwy. - University Park Dr. / College Dr. CSS 11001!0 1 1111014.614.7B B 5Pacific Av. / College Dr. RDB 00001!00100104.04.5A A 6Cook St. / University Park Dr. RDB 01!001!001!001!04.65.4 A A 7 Cook St. / I-10 WB Ramps - Without Improvements TS 021>>0300000.50.51>100 15.1 F B - With Improvements TS 021>>0300001 1!0 26.7 12.5 C B 8 Cook St. / I-10 EB Ramps - Without Improvements TS 03013010.51.500034.957.4C E - With Improvements TS 0 3 1 13010.51.500031.854.7C D 9Cook St. / Gerald Ford Dr. TS 231231221>>22140.346.5D D 10Cook St. / University Park Dr. - Berger Dr. W. TS 131>>23111111113.011.7B B 11Cook St. / Frank Sinatra Dr. TS 22023122122116.646.8B D 12 Main Dwy. / Gerald Ford Dr.CSS 001 000031 0 3 0 12.1 20.1 B C 1 TS = Traffic Signal; CSS = Cross-street Stop; RDB = Roundabout 2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. 3 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal, roundabout, or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. F:\UXRjobs\_14600-15000\14855\Excel\[14855 - Report.xlsx]EAPC TABLE 6-1: INTERSECTION ANALYSIS FOR EAPC (2024) CONDITIONS L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; > = Right-Turn Overlap Phasing; >> = Free-Right Turn Lane; 1 = Improvement Intersection Approach Lanes2 51 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 52 6.5 RECOMMENDED CUMULATIVE IMPROVEMENTS The effectiveness of cumulative improvements is presented in Table 6-1 for EAPC (2024) traffic conditions. Recommended improvements to provide acceptable operations for EAPC (2024) include the following: Cook Street & I-10 WB Ramps (#7) Provide a 2nd 200 ft. WB left turn lane. Cook Street & I-10 EB Ramps (#8) Restripe existing NB travel lanes to achieve a 12ft. wide NB 200 ft. long right turn lane, with remaining through travel lanes at 11ft. widths. The intersection operations analysis worksheets for EAPC (2024) traffic conditions, with improvements, are included in Appendix 6.1 of this TA. 52 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 53 7 HORIZON YEAR (2040) TRAFFIC CONDITIONS This section discusses the methods used to develop Horizon Year (2040) traffic forecasts, and the resulting intersection operations and roadway segment operations analyses. 7.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for HY (2040) traffic conditions are consistent with those shown on Exhibit 3-1, in conjunction with other long-range City roadway facilities that would be likely be in place by HY (2040) traffic conditions. 7.2 HORIZON YEAR (2040) VOLUME FORECASTS WITHOUT AND WITH PROJECT Future horizon year 2040 traffic projections were obtained from the Draft Section 31 Specific Plan Traffic Impact Study, March 2019, prepared by Fehr & Peers. For intersections without 2040 data, traffic flow conservation has been maintained between intersections and full buildout volumes of known cumulative projects in the area are accounted for. HY (2040) Without Project traffic conditions are shown on Exhibits 7-1 through 7-3. The ADT and AM and PM peak hour traffic volumes which can be expected for HY (2040) With Project traffic conditions are shown on Exhibits 7-4 through 7-6. 7.3 INTERSECTION OPERATIONS ANALYSIS LOS calculations were conducted for the study intersections to evaluate their operations under HY (2040) traffic conditions with roadway and intersection geometrics consistent with Section 7.1 Roadway Improvements. The intersection analysis results are summarized in Tables 7-1 and 7-2. As shown in Tables 7-1 & 7-2, the following study area intersections are anticipated operate at an unacceptable LOS during the peak hours: Cook Street / I-10 WB Ramps (#7) Cook Street / I-10 EB Ramps (#8) The intersection operations analysis worksheets for HY (2040) Without Project and HY (2040) With Project traffic conditions are included in Appendices 7.1 and 7.2 of this TA, respectively. 53 54 55 56 57 58 59 Delay3 Level of Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 LTRLTRLTRLTRAMPMAMPM 1Technology Dr. / Gerald Ford Dr.TS 11111013113113.317.9B B 2 Technology Dr. / E. Dwy. - The Village W. Dwy. CSS 01111000001!09.710.3A B 3Technology Dr. / College Dr.RDB 00001!00100104.75.3A A 4S. Dwy. - University Park Dr. / College Dr. CSS 10100001111012.312.5B B 5Pacific Av. / College Dr.RDB 00001!00100104.14.6A A 6Cook St. / University Park Dr.RDB 01!001!001!001!04.75.7 A A 7 Cook St. / I-10 WB Ramps - Without Improvements TS 021>>0300000.50.51>100 36.3 F D - With Improvements TS 021>>0300001 1!0 31.4 20.4 C C 8 Cook St. / I-10 EB Ramps - Without Improvements TS 03013010.51.500059.0>100 E F - With Improvements TS 0 3 1>>13010.51.500017.727.7B C 9Cook St. / Gerald Ford Dr. TS 231231221>>22145.953.9D D 10Cook St. / University Park Dr. - Berger Dr. W. TS 131>>23111111116.519.5B B 11Cook St. / Frank Sinatra Dr. TS 22023122122133.847.0C D 12 Main Dwy. / Gerald Ford Dr. 1 TS = Traffic Signal; CSS = Cross-street Stop; RDB = Roundabout 2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. 3 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal, roundabout, or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. F:\UXRjobs\_14600-15000\14855\Excel\[14855 - Report.xlsx]2040NP TABLE 7-1: INTERSECTION ANALYSIS FOR HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS Future Intersection L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; > = Right-Turn Overlap Phasing; >> = Free-Right Turn Lane; 1 = Improvement Intersection Approach Lanes2 60 Delay3 Level of Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 LTRLTRLTRLTRAMPMAMPM 1Technology Dr. / Gerald Ford Dr.TS 11111013113117.719.6B B 2 Technology Dr. / E. Dwy. - The Village W. Dwy. CSS 1 1111001!0 0 1! 0 13.6 15.8 B C 3Technology Dr. / College Dr. RDB 00001!00100105.15.6A A 4S. Dwy. - University Park Dr. / College Dr. CSS 11001!0 1 1111015.816.1C C 5Pacific Av. / College Dr. RDB 00001!00100104.24.8A A 6Cook St. / University Park Dr. RDB 01!001!001!001!05.06.2 A A 7 Cook St. / I-10 WB Ramps - Without Improvements TS 021>>0300000.50.51>100 38.0 F D - With Improvements TS 021>>0300001 1!0 37.1 24.9 D C 8 Cook St. / I-10 EB Ramps - Without Improvements TS 03013010.51.500067.3>100 E F - With Improvements TS 0 3 1>>13010.51.500032.628.7C C 9Cook St. / Gerald Ford Dr. TS 231231221>>22153.954.8D D 10Cook St. / University Park Dr. - Berger Dr. W. TS 131>>23111111118.526.4B C 11Cook St. / Frank Sinatra Dr. TS 22023122122135.247.1D D 12 Main Dwy. / Gerald Ford Dr.CSS 001 000031 0 3 0 13.1 25.5 B D 1 TS = Traffic Signal; CSS = Cross-street Stop; RDB = Roundabout 2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. 3 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal, roundabout, or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. F:\UXRjobs\_14600-15000\14855\Excel\[14855 - Report.xlsx]2040WP TABLE 7-2: INTERSECTION ANALYSIS FOR HORIZON YEAR (2040) WITH PROJECT CONDITIONS L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; > = Right-Turn Overlap Phasing; >> = Free-Right Turn Lane; 1 = Improvement Intersection Approach Lanes2 61 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 62 7.4 HY (2040) TRAFFIC SIGNAL WARRANTS ANALYSIS The traffic signal warrant analysis for HY (2040) without and with Project traffic conditions are provided in Appendix 3.3. The unsignalized intersections are not anticipated to meet peak hour volume-based warrants and daily volume-based warrants with the addition of Project traffic (see Appendix 3.3). 7.5 QUEUEING ANALYSIS AT PROJECT ACCESS POINTS A queuing analysis was performed for HY (2040) With Project Conditions to assess the adequacy of turn bay lengths to accommodate vehicle queues at the Project entries. Queuing analysis findings are presented in Table 7-3 for HY (2040) With Project traffic conditions. Queueing analysis worksheets are provided in Appendix 7.2. The proposed Project turn bay lengths provide adequate storage to accommodate the anticipated 95th percentile queues. As shown in Table 7-3, the calculated 95th percentile queue length slightly exceeds outbound driveway length approaching intersection #12. However, review of SimTraffic simulation results indicate that the outbound right turn queue is anticipated to clear in a timely manner at this location. 7.6 RECOMMENDED IMPROVEMENTS 7.6.1 RECOMMENDED IMPROVEMENTS TO ADDRESS DEFICIENCIES AT INTERSECTIONS The effectiveness of cumulative improvements is presented in Tables 7-1 and 7-2 for HY (2040) without and with Project traffic conditions. Recommended improvements to provide acceptable operations for HY (2040) conditions include the following: Cook Street & I-10 WB Ramps (#7) Provide a 2nd 200 ft. WB left turn lane. Cook Street & I-10 EB Ramps (#8) Restripe existing NB travel lanes to achieve a 12ft. wide NB 200 ft. long right turn lane, with remaining through travel lanes at 11ft. widths. Ultimately include NB free-right turn channelization. The intersection operations analysis worksheets for HY (2040) Without Project and HY (2040) With Project traffic conditions, with improvements, are included in Appendices 7.1 and 7.2 of this TA, respectively. 62 AMPMPeak Volume 2 NBL 1 28 14 AM28 90 33 19 NBR 1 4 10 PM 10 160 NOM 3 NOM 3 SBL 1 23 18 AM23 5533 23 EBL/T/R 1 20 80 PM 80 100 38 55 4 NBL 1 55 51 AM 55 100 54 44 SBL/T/R 1 20 80 PM 80 50 40 64 EBL 1 28 14 AM28 125 15 15 WBL 1 10 19 PM 19 125 17 22 12 NBR 1 38 158 PM 158 150 56 211 4 EBR 1 28 14 AM28 150 11 NOM Main Dwy. / Gerald Ford Dr. 4 Review of SimTraffic simulation results indicate that the turn lane queue is anticipated to clear in a timely manner and that the provided pocket length is adequate to accommodate the 95th percentile queue. AMPM 1 Queue length calculated using SimTraffic. 3 NOM = Nominal, less than 5 feet. 2 100 = Existing length of storage; 100 = Proposed length of storage Technology Dr. / E. Dwy. - The Village W. Dwy. S. Dwy. - University Park Dr. / College Dr. TABLE 7-3: PROJECT ACCESS QUEUEING ANALYSIS FOR HY (2040) WITH PROJECT CONDITIONS ID Intersection Movement # of Lanes EAPC (2024) Storage Length2 (ft.) 95th Percentile Queue Length (ft.)1 63 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 64 This page intentionally left blank 64 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 65 8 REFERENCES 1. Riverside County Transportation Department. Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled. County of Riverside : s.n., December 2020. 2. Transportation Research Board. Highway Capacity Manual (HCM), 6th Edition. s.l. : National Academy of Sciences, 2016. 3. California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). [book auth.] California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). 2014, Updated March 30, 2021 (Revision 6). 4. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition, 2021. 65 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx 66 This page intentionally left blank 66 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT University Park Medical Center Traffic Analysis 14855-03 TA Report.docx This Page Intentionally Left Blank 14855-02 TA & VMT Scope.docx October 3, 2022 Mr. Randy Bowman City of Palm Desert 73510 Fred Waring Drive Palm Desert, CA 92260 UNIVERSITY PARK MEDICAL CENTER LEVEL OF SERVICE (LOS) AND VEHICLE MILES TRAVELED (VMT) SCOPING AGREEMENT Dear Mr. Randy Bowman: Urban Crossroads, Inc. is pleased to submit this scoping letter to City of Palm Desert regarding the Level of Service (LOS) and Vehicle Miles Traveled (VMT) for the proposed University Park Medical Center development (“Project”), which is located south of Gerald Ford Drive, north of College Drive, and west of Technology Drive in the City of Palm Desert. It is our understanding that the Project includes an 90,000 square foot building with medical offices, an urgent care, and lab uses, as well as a 23,400 square foot outpatient surgery center building. The remainder of this letter describes the proposed analysis methodology, Project trip generation, trip distribution, and Project traffic assignment/project trips on the surrounding roadway network. The following scoping assumptions have been prepared in accordance with the County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (December 2020) as the City of Palm Desert utilizes the County guidelines. A preliminary site plan the proposed Project is shown on Exhibit 1. Exhibit 2 depicts the location of the proposed project in relation to the existing roadway network. It is anticipated that the Project would be fully developed by year 2024. Project will have a right-in/right-out only access to Gerald Ford Drive, a full access across the adjacent property’s (The Village) westerly driveway along Technology Drive, and a full access across University Park Drive along College Drive. TRIP GENERATION In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation (11th Edition, 2021) manual for the proposed land use (ITE Land Use Code: 720 – Medical/Dental Office) is used. Per ITE Trip Generation Manual, a medical-dental office building (ITE 720) is a facility that provides diagnoses and outpatient care on a routine basis but is unable to provide prolonged in-house medical and surgical care. One or more private physicians or dentists generally operate this type of facility. Therefore, ITE rates for a medical-dental office land use has also been utilized for the outpatient surgery center portion of the Project. Table 1 presents the trip generation rates and the resulting trip generation summary for the proposed Project. As shown in Table 1, the Project is anticipated to generate a net total of 4,082 trip-ends per day with 352 AM peak hour trips and 446 PM peak hour trips. 1.1-1 CI T Y O F P A L M DE S E R T , C O U N T Y O F R I V E R S I D E 11+00 12+00 13+00 14+00 15+00 16+00 16+63.93 1 3 +4 0.0 4 1 5 +6 6 .8 7 P R C 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44 +0 0 4 5 +0 0 4 6 +0 0 4 7 +0 0 4 8+0 0 4 9 +00 5 0 +0 0 37+81.39 41+15.67 44+80.06 49+00 50+00 51+00 52+00 53+00 54+00 55+00 5 6+00 5 7 +0 0 5 8 +0 0 5 9 +0 0 6 0 +0 0 6 1 +0 0 40+00 41+00 2 05 195 190 200 190 195 180 170 175 165 16 5 1 6 5 175 1 7 0 180 190 185 185 205 1 8 5 1 90 1 9 5 180 1 8 0 1 7 5 1 7 0 1 7 5 175 170 165 165 170 160 1 6 5 165 165 170 1 7 0 1 7 5 175 1 8 5 1 8 0 202.2610354 166.8610355 192.24 10353 174.82 10352 164.40 10351 ASPH ASPH N 2 1,4 0 0 202.5 200.5 201.5 191.4 196.5 198.5 189.2 188.7 188.6 190.3 193.5 195.5 189.4 191.4 187.5 183.5 183.5 194.5 190.6 192.4 189.5 188.2 189.4 187.4 181.7 181.2 187.4 187.6 186.7 187.7 188.5 186.6 186.6 185.7 187.7 181.2 182.6 184.8 184.4 184.7 184.5 184.7 183.5 182.7 181.6 180.5 178.6 182.3 182.3 182.4 181.6 181.9 180.7 179.4 178.9 167.3 167.3 167.7 180.5 180.5 177.9 179.6 179.6 166.7 166.3 167.5 167.2 167.5 167.7 177.4 176.7 165.7 166.6 166.7 169.5 169.1 173.7 165.7 166.1 169.4 166.6 165.2 168.5 167.5 201.6 203.8 198.6 199.6 194.1 189.4 194.4 196.4 187.6 188.6 188.7 183.4 190.9 191.5 193.6 188.8 188.5 190.5 184.3 182.7 182.5 191.4 189.5 191.5 188.6 188.3 187.7 186.9 187.8 181.6 180.5 186.6 185.5 185.5 186.6 185.6 184.5 183.8 185.5 181.8 180.9 180.4 183.6 183.9 182.7 182.5 183.4 182.5 181.3 181.4 181.4 177.6 181.4 181.7 180.4 178.6 181.5 178.8 178.9 168.6 167.5 168.6 167.9 179.5 177.5 177.5 166.7 167.7 167.3 169.4 175.6 165.5 166.4 166.1 170.7 169.3 165.8 166.9 165.7 168.7 166.2 168.7 181.7 202.6 186.4 203.3 203.5 182.4 184.3 182.4 204.3 180.5 181.6 181.3 180.5 180.5 205.3 179.4 179.4 179.6 179.2 179.3 178.8 207.4 177.6 179.6 178.6 180.7 178.4 177.4 176.5 174.5 175.5 175.7 178.3 177.4 175.6 175.5 175.4 174.3 173.2 165.7 175.2 175.2 174.3 168.3 175.4 174.4 175.2 174.2 172.6 167.4 165.5 164.9 175.7 176.6 175.8 173.4 172.6 170.6 174.4 165.6 164.5 165.3 165.6 177.7 176.5 173.6 169.4 166.5 164.4 163.4 164.8 164.4 174.4 171.4 170.5163.3 164.3 163.8 170.3 164.8 202.8 184.5 185.4 203.8 203.7 181.4 183.5 181.5 181.6 205.4 179.5 180.5 181.4 180.2 179.5 179.6 205.5 178.6 179.5 178.7 181.9 178.5 177.4 177.6 175.7 179.4 178.4 177.7 176.3 176.4 175.5 174.4 173.2 175.6 175.3 169.1 176.6 175.5 174.7 174.6 173.7 172.6 164.8 166.8 174.9 174.5 174.7 176.7 174.3 175.1 174.4 173.5 165.5 165.6 164.6 166.5 176.7 177.5 175.6 172.5 171.3 168.5 165.5 165.4 163.6 164.8 165.8 177.3 175.3 173.6 170.5 169.8 163.2 164.5 163.5 165.9 170.3 164.4 164.3 164.2 163.5 204.5 205.3 209.9 181.9 182.1 166.1 167.4 158.6 175.2 178.3 173.1 167.6 160.9 161.4 165.5 166.4 165.7 165.9 165.3 166.4 166.5 168.1 183.9 183.9 163.1 166.9 165.6 182.9 176.2 174.8 169.3 163.3 176.4 175.3 183.5 163.1 182.7 179.7 180.9 189.4 187.3 184.3 188.6 T T T T HV HV HV HV HV BUILDING 1 MEDICAL OFFICE BUILDING 3-STORY 90,000 SF BUILDING 2 ASC. BUILDING 1-STORY 23,400 SF 21 24 12 36 RETENTION +/-5,300 sf RETENTION +/-4,500 sf G E R A L D F O R D D R I V E T E C H N O L O G Y D R I V E C O L L E G E D R I V E 30 18 30 17 32 32 42 40 12 11 42 36 24 7 21 24 19 17 RETENTION +/-3,500 sf 38 T T Sheet: Scale: INFO@PVGARCHITECTS.COM | 760 . 779 . 5393 T 44530 SAN PABLO AVE, STE 200 | PALM DESERT, CA 92260 I I WWW.PVGARCHITECTS.COM PREST VUKSIC GREENWOOD A R C H I T E C T S • I N T E R I O R S 1" = 50'-0" A100 CONCEPTUAL SITE PLAN JU N E 2 1 , 2 0 2 2 UNIVERSITY PARK MEDICAL CENTER GERALD FORD & TECHNOLOGY DRIVE - PALM DESERT, CA 22 1 0 5 5 0'25'50'100'200' Retention SF Provided: +/- 13,300 sf BUILDING SUMMARY SF 90,000BUILDING 1 - MEDICAL OFFICE BUILD'G 23,400BUILDING 2 - ASC. BUILD'G 113,000TOTAL BUILDING SQUARE FOOTAGE PARKING SUMMARY SF/1000 TOTAL PARKING REQ'D - BUILDING 1 MEDICAL x5 90 450 450 TOTAL PARKING REQ'D - BUILDING 2 24 120 120 TOTAL PARKING PROV'D 585 *note: FDC, tranformers, emergency power generators, req'd loading, trash enclosures, etc. not currently located SF/1000 MEDICAL x5 TOTAL PARKING REQ'D 570 2 1.1-2 3 1.1-3 City of Palm Desert October 3, 2022 Page 4 of 17 TABLE 1: PROJECT TRIP GENERATION SUMMARY Trip Generation Rates1 Land Use ITE LU Code Quantity2 AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Medical-Dental Office 720 113.40 TSF 2.45 0.65 3.10 1.18 2.75 3.93 36.00 Trip Generation Results Land Use ITE LU Code Quantity2 AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Medical-Dental Office 720 90 TSF 221 59 280 106 248 354 3,240 Outpatient Surgery Center3 720 23.4 TSF 57 15 72 28 64 92 842 TOTAL 278 74 352 134 312 446 4,082 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 TSF = Thousand Square Feet 3 For analysis purposes, ITE 720 rates are utilized for outpatient surgery center land use. TRIP DISTRIBUTION AND TRIP ASSIGNMENT The trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding uses, and the proximity to the regional freeway system. Exhibits 3 and 4 presents the Project distribution patterns. Based on the identified Project traffic generation and trip distribution patterns, Project ADT and peak hour intersection turning movement volumes are shown on Exhibits 5 through 7, respectively. ANALYSIS SCENARIOS Consistent with the County’s LOS guidelines, intersection analysis will be provided for the following analysis scenarios: Existing (2022) Conditions Existing plus Ambient plus Project (EAP) (2024) Existing plus Ambient plus Project plus Cumulative (EAPC) (2024) Horizon Year 2040 Without Project Conditions Horizon Year 2040 With Project Conditions EAP traffic conditions will be utilized to determine direct Project traffic impacts, while the Interim Year (2024) With Project analysis will be utilized to determine the Project’s cumulatively considerable impacts. Horizon Year Analysis will be utilized to determine if the Specific Plan Amendment for the project has impacts to the General Plan roadway system and if additional improvements are necessary. If additional improvements are necessary, a Project fair share analysis will be provided. 4 1.1-4 5 1.1-5 6 1.1-6 7 1.1-7 8 1.1-8 9 1.1-9 City of Palm Desert October 3, 2022 Page 10 of 17 The City of Palm Desert General Plan Circulation Element is depicted on Exhibit 8, while the accompanying roadway cross‐sections are presented on Exhibit 9. In addition, the University Neighborhood Specific Plan roadway designations are shown on Exhibit 10. STUDY AREA The traffic impact study area was defined in conformance with the requirements of County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled. Consistent with the County’s LOS guidelines, study area intersections have been identified for the Project based on the contribution of 50 or more peak hour trips. Based on this criterion, anticipated trip generation and trip distribution, the following intersections will be evaluated: # Intersection # Intersection 1 Technology Dr. / Gerald Ford Dr. 7 Cook St. / I-10 NB Ramps 2 Technology Dr. / E. Dwy. - The Village W. Dwy. 8 Cook St. / I-10 SB Ramps 3 Technology Dr. / College Dr. 9 Cook St. / Gerald Ford Dr. 4 Pacific Av. / College Dr. 10 Cook St. / University Park Dr. 5 S. Dwy. - University Park Dr. / College Dr. 11 Cook St. / Frank Sinatra Dr. 6 Cook St. / University Park Dr. 12 Main Dwy. / Gerald Ford Dr. Exhibit 2 identifies the proposed study area intersection analysis locations. LEVEL OF SERVICE (LOS) CRITERIA Per the City of Palm Desert’s General Plan, LOS D as the threshold for acceptable traffic conditions on the circulation network. PREFERRED ANALYSIS METHODOLOGY For the purposes of this analysis, signalized intersection operations analysis will be based on the methodology described in the Highway Capacity Manual (6th Edition). Intersection LOS operations are based on an intersection’s average control delay. Unsignalized intersections will be evaluated using the methodology described in the HCM 6th Edition. At two-way or side-street stop-controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street, as well as for the intersection as a whole. For approaches composed of a single lane, the delay is computed as the average of all movements in that lane. EXISTING 2022 VOLUMES For the existing study area intersections, new traffic counts will be collected in October 2022 during the following timeframes: 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM. 10 1.1-10 11 1.1-11 12 1.1-12 FIG. 3.5.1 STREET LANDSCAPE PLAN OVERVIEW MILLENNIUM PLANNING AREA Street Classifications UNSP Zones (See Section 4.1) Existing Arterials Neighborhood Center (NC) Existing Collectors Neighborhood Medium (NM) Framework Streets Neighborhood Low (NL) Neighborhood Streets Open Space (OS) Park Frontage Drive 13 1.1-13 City of Palm Desert October 3, 2022 Page 14 of 17 CUMULATIVE DEVELOPMENT TRAFFIC It is requested that City staff review the list of cumulative development projects (shown on Exhibit 11 and listed on Table 2) for inclusion in the traffic study. Consistent with other studies performed in the area, an ambient growth rate of 2% per year will be utilized as a minimum if necessary. The rate will be compounded over a 2-year period (i.e., 1.022years = 1.0404 or 4.04%) for Interim Year (2024) conditions. Where available, mitigation measures from the traffic studies prepared for nearby cumulative developments will be reviewed for consistency with the findings of this Project traffic analysis. GENERAL PLAN BUILDOUT TRAFFIC Future horizon year 2040 traffic projections will be derived from the Draft Section 31 Specific Plan Transportation Impact Study (March 2019), prepared by Fehr & Peers. General plan buildout traffic volumes from will be adjusted as necessary to ensure that the volume projections include reasonable growth over the 2022 traffic volumes. SPECIAL ISSUES The following issues will also be addressed as part of the TIA: Traffic Signal Warrant Analysis: Signal warrant analysis will be prepared for all unsignalized study area intersections that allow for full access (no traffic signal warrants to be performed for restricted access locations due to infeasibility of installing a signal at these types of locations). Improvements: Based on the traffic analysis results, the TA will indicate new improvement requirements and fair share contribution for the proposed Project. Vehicle Miles Traveled (VMT): VMT analysis will be conducted in accordance with City guidelines. VEHICLE MILES TRAVELED (VMT) SCREENING The VMT screening assessment will be prepared under separate cover. The California Environmental Quality Act (CEQA) procedures for determination of transportation impacts have recently changed to an evaluation of Vehicle Miles Traveled (VMT) rather than vehicle delay or level of service, due to Senate Bill 743 (SB 743). County of Riverside VMT screening guidelines will be applied to the project. 14 1.1-14 TAZ Project Name Land Use1 Quantity Units2 PD8 Fairfield Inn & Suites Marriott Hotel Hotel 108 RM SFDR 166 DU Multi‐Family 612 DU Commercial 551 TSF Hotel 250 RM PD11 Scotelle Office Building Commercial 10.732 TSF SFDR 764 DU Multi‐Family 336 DU Congregate Care 161 DU Assisted Living 150 DU SFDR 288 DU Multi‐Family 182 DU PD14 Dolce SFDR 159 DU PD15 Spanish Walk Multi‐Family (affordable housing)150 DU PD17 Falling Waters SFDR 159 DU PD18 The Sands Apartments Apartments (with 20% affordable housing)388 DU SFDR 111 DU Multi‐Family 114 DU Multi‐Family 384 DU Commercial 120 TSF PD28 Portola Av./Frank Sinatra Dr. Residential Multi‐Family 402 DU PD29 Monterey Crossings Commercial 120 TSF PD30 Santa Barbara Apartment Multi‐Family 48 DU Resort Hotel 350 RM Surf Lagoon 1350 Guests Shopping Center 4 TSF High-Turnover (Sit-Down) Restaurant 11.25 TSF PD34 The Retreat at Desert Willow Condominiums 112 DU PD36 Laboratory/Office Space Building Laboratory/Office Space 20.5 TSF PD37 University Park 196 (Lennar)Single Family - Attached Residential 196 DU PD38 Urban Crossings (UHC)Multi-Family 176 DU PD39 TTM 37993 SFDR 176 DU SFDR 248 DU Multi-Family 571 DU Single-Family Attached 150 DU PD41 University Village Pad 3 Sit-Down Restaurant 9 TSF PD42 University Park - Phase 1 SFDR 240 DU PD43 CSUSB Campus Master Plan University/ College 8000 STU Concert Sellout 11000 Seats Concert Average 7500 Seats RM5 PDP 13003/FDP 13004 SFDR 32 DU RM17 TTM 36623/PDP 14003 SFDR 17 DU RM28 TTM 32308 (Los Ranchos)SFDR 7 DU RM39 TPM 34233 SFDR 4 DU RM40 TPM 34741 SFDR 4 DU RM44 TPM 36683 SFDR 1 DU RM45 TPM 36849 SFDR 3 DU RM47 Monterey Medical Center Medical Office 75.164 TSF RM48 Pulte Homes / Del Webb Assisted Living 84 Beds Hotel 400 RM Retail 175.0 TSF Multi‐Family (Mid Rise)832 DU Single Family 1100 DU F:\UXRjobs\_14600-15000\14855\Excel\[14855 - Scope.xlsx]14855-C TABLE 2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY City of Palm Desert PD10 Millennium Palm Desert PD12 University Park PD13 Villa Portofino PD21 Ponderosa II PD25 Monterey Specific Plan 2 DU = Dwelling Units; TSF = Thousand Square Feet; RM = Room; STU = Students PD40 Vitalia/Refuge PD31 Desert Surf City of Rancho Mirage RM49 Section 31 Specific Plan 1 SFDR = Single Family Detached Residential Thousand Palms Acrisure Arena (Northstar Specific Plan)TP1 15 1.1-15 16 1.1-16 City of Palm Desert October 3, 2022 Page 17 of 17 CONCLUSION Urban Crossroads, Inc. is pleased to submit this letter documenting the Project trip generation, trip distribution and assignment, analysis scenarios and the recommended intersection analysis locations for the University Park Medical Center Level of Service (LOS) and Vehicle Miles Traveled (VMT). Please review this scoping agreement let us know if it is acceptable, or if the City requests any changes to this proposed scope of work. If you have any questions, please contact John Kain at (949) 375-2435 or Marlie Whiteman at (714) 585-0574. Our schedule calls for the traffic counts to be conducted during October. Respectfully submitted, URBAN CROSSROADS, INC. John Kain, AICP Marlie Whiteman, PE Principal Senior Associate 17 1.1-17 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx This Page Intentionally Left Blank 1.1-18 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx APPENDIX 3.1: TRAFFIC COUNTS – MARCH, APRIL, & OCTOBER 2022 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx This Page Intentionally Left Blank File Name : 06_PLD_Tech_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Technology Drive E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Technology Drive Southbound Gerald Ford Drive Westbound Technology Drive Northbound Gerald Ford Drive Eastbound 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 15 2 6 23 2 123 7 132 3 6 6 15 3 52 6 61 231 07:15 AM 11 2 9 22 2 140 7 149 6 3 3 12 2 62 7 71 254 07:30 AM 12 2 7 21 2 164 8 174 1 8 7 16 9 67 4 80 291 07:45 AM 17 4 8 29 6 174 13 193 5 6 4 15 7 106 10 123 360 Total 55 10 30 95 12 601 35 648 15 23 20 58 21 287 27 335 1136 08:00 AM 20 9 8 37 4 131 14 149 4 5 5 14 13 68 6 87 287 08:15 AM 12 0 8 20 3 108 7 118 2 4 6 12 5 53 5 63 213 08:30 AM 11 3 6 20 0 122 11 133 4 9 4 17 4 87 3 94 264 08:45 AM 14 2 4 20 7 110 14 131 3 4 10 17 13 82 6 101 269 Total 57 14 26 97 14 471 46 531 13 22 25 60 35 290 20 345 1033 Grand Total 112 24 56 192 26 1072 81 1179 28 45 45 118 56 577 47 680 2169 Apprch %58.3 12.5 29.2 2.2 90.9 6.9 23.7 38.1 38.1 8.2 84.9 6.9 Total %5.2 1.1 2.6 8.9 1.2 49.4 3.7 54.4 1.3 2.1 2.1 5.4 2.6 26.6 2.2 31.4 Technology Drive Southbound Gerald Ford Drive Westbound Technology Drive Northbound Gerald Ford Drive Eastbound 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 07:15 AM 07:15 AM 11 2 9 22 2 140 7 149 6 3 3 12 2 62 7 71 254 07:30 AM 12 2 7 21 2 164 8 174 1 8 7 16 9 67 4 80 291 07:45 AM 17 4 8 29 6 174 13 193 5 6 4 15 7 106 10 123 360 08:00 AM 20 9 8 37 4 131 14 149 4 5 5 14 13 68 6 87 287 Total Volume 60 17 32 109 14 609 42 665 16 22 19 57 31 303 27 361 1192 % App. Total 55 15.6 29.4 2.1 91.6 6.3 28.1 38.6 33.3 8.6 83.9 7.5 PHF .750 .472 .889 .736 .583 .875 .750 .861 .667 .688 .679 .891 .596 .715 .675 .734 .828 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-1 File Name : 06_PLD_Tech_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Technology Drive E/W: Gerald Ford Drive Weather: Clear Technology Drive G e r a l d F o r d D r i v e G e r a l d F o r d D r i v e Technology Drive Right 32 Thru 17 Left 60 InOut Total 95 109 204 Ri g h t 42 Th r u 60 9 Le f t 14 Ou t To t a l In 38 2 66 5 10 4 7 Left 16 Thru 22 Right 19 Out TotalIn 58 57 115 Le f t 31 Th r u 30 3 Ri g h t 27 To t a l Ou t In 65 7 36 1 10 1 8 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 08:00 AM 07:45 AM +0 mins.11 2 9 22 2 140 7 149 4 5 5 14 7 106 10 123 +15 mins.12 2 7 21 2 164 8 174 2 4 6 12 13 68 6 87 +30 mins.17 4 8 29 6 174 13 193 4 9 4 17 5 53 5 63 +45 mins.20 9 8 37 4 131 14 149 3 4 10 17 4 87 3 94 Total Volume 60 17 32 109 14 609 42 665 13 22 25 60 29 314 24 367 % App. Total 55 15.6 29.4 2.1 91.6 6.3 21.7 36.7 41.7 7.9 85.6 6.5 PHF .750 .472 .889 .736 .583 .875 .750 .861 .813 .611 .625 .882 .558 .741 .600 .746 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-2 File Name : 06_PLD_Tech_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Technology Drive E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Technology Drive Southbound Gerald Ford Drive Westbound Technology Drive Northbound Gerald Ford Drive Eastbound 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 9 5 12 26 1 104 14 119 15 5 1 21 11 157 3 171 337 04:15 PM 18 4 9 31 2 103 14 119 6 3 7 16 14 112 3 129 295 04:30 PM 24 3 11 38 1 105 7 113 8 3 15 26 9 140 4 153 330 04:45 PM 18 0 14 32 2 93 2 97 17 4 13 34 3 101 1 105 268 Total 69 12 46 127 6 405 37 448 46 15 36 97 37 510 11 558 1230 05:00 PM 20 3 8 31 4 73 4 81 14 0 13 27 3 157 4 164 303 05:15 PM 10 4 2 16 1 103 16 120 10 4 9 23 10 131 4 145 304 05:30 PM 12 0 5 17 0 87 15 102 10 3 4 17 6 132 3 141 277 05:45 PM 5 2 3 10 1 77 16 94 10 4 1 15 12 109 3 124 243 Total 47 9 18 74 6 340 51 397 44 11 27 82 31 529 14 574 1127 Grand Total 116 21 64 201 12 745 88 845 90 26 63 179 68 1039 25 1132 2357 Apprch %57.7 10.4 31.8 1.4 88.2 10.4 50.3 14.5 35.2 6 91.8 2.2 Total %4.9 0.9 2.7 8.5 0.5 31.6 3.7 35.9 3.8 1.1 2.7 7.6 2.9 44.1 1.1 48 Technology Drive Southbound Gerald Ford Drive Westbound Technology Drive Northbound Gerald Ford Drive Eastbound 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 04:00 PM 04:00 PM 9 5 12 26 1 104 14 119 15 5 1 21 11 157 3 171 337 04:15 PM 18 4 9 31 2 103 14 119 6 3 7 16 14 112 3 129 295 04:30 PM 24 3 11 38 1 105 7 113 8 3 15 26 9 140 4 153 330 04:45 PM 18 0 14 32 2 93 2 97 17 4 13 34 3 101 1 105 268 Total Volume 69 12 46 127 6 405 37 448 46 15 36 97 37 510 11 558 1230 % App. Total 54.3 9.4 36.2 1.3 90.4 8.3 47.4 15.5 37.1 6.6 91.4 2 PHF .719 .600 .821 .836 .750 .964 .661 .941 .676 .750 .600 .713 .661 .812 .688 .816 .912 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-3 File Name : 06_PLD_Tech_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Technology Drive E/W: Gerald Ford Drive Weather: Clear Technology Drive G e r a l d F o r d D r i v e G e r a l d F o r d D r i v e Technology Drive Right 46 Thru 12 Left 69 InOut Total 89 127 216 Ri g h t 37 Th r u 40 5 Le f t 6 Ou t To t a l In 61 5 44 8 10 6 3 Left 46 Thru 15 Right 36 Out TotalIn 29 97 126 Le f t 37 Th r u 51 0 Ri g h t 11 To t a l Ou t In 49 7 55 8 10 5 5 Peak Hour Begins at 04:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:00 PM 04:30 PM 05:00 PM +0 mins.18 4 9 31 1 104 14 119 8 3 15 26 3 157 4 164 +15 mins.24 3 11 38 2 103 14 119 17 4 13 34 10 131 4 145 +30 mins.18 0 14 32 1 105 7 113 14 0 13 27 6 132 3 141 +45 mins.20 3 8 31 2 93 2 97 10 4 9 23 12 109 3 124 Total Volume 80 10 42 132 6 405 37 448 49 11 50 110 31 529 14 574 % App. Total 60.6 7.6 31.8 1.3 90.4 8.3 44.5 10 45.5 5.4 92.2 2.4 PHF .833 .625 .750 .868 .750 .964 .661 .941 .721 .688 .833 .809 .646 .842 .875 .875 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-4 File Name : 02_PLD_Tech_East DW AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Technology Drive E/W: East Driveway/The Village West DW Weather: Clear Groups Printed- Total Volume Technology Drive Southbound The Village West Driveway Westbound Technology Drive Northbound East Driveway Eastbound 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 0 7 0 7 0 0 3 3 0 6 2 8 0 0 0 0 18 07:15 AM 4 2 0 6 0 0 0 0 0 4 0 4 0 0 0 0 10 07:30 AM 2 6 0 8 1 0 2 3 0 9 0 9 0 0 0 0 20 07:45 AM 5 15 0 20 1 0 3 4 0 10 1 11 0 0 0 0 35 Total 11 30 0 41 2 0 8 10 0 29 3 32 0 0 0 0 83 08:00 AM 4 12 0 16 0 0 5 5 0 9 0 9 0 0 0 0 30 08:15 AM 5 5 0 10 0 0 5 5 0 7 3 10 0 0 0 0 25 08:30 AM 3 5 0 8 1 0 1 2 0 7 3 10 0 0 0 0 20 08:45 AM 5 6 0 11 1 0 7 8 0 8 5 13 0 0 0 0 32 Total 17 28 0 45 2 0 18 20 0 31 11 42 0 0 0 0 107 Grand Total 28 58 0 86 4 0 26 30 0 60 14 74 0 0 0 0 190 Apprch %32.6 67.4 0 13.3 0 86.7 0 81.1 18.9 0 0 0 Total %14.7 30.5 0 45.3 2.1 0 13.7 15.8 0 31.6 7.4 38.9 0 0 0 0 Technology Drive Southbound The Village West Driveway Westbound Technology Drive Northbound East Driveway Eastbound 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 07:30 AM 07:30 AM 2 6 0 8 1 0 2 3 0 9 0 9 0 0 0 0 20 07:45 AM 5 15 0 20 1 0 3 4 0 10 1 11 0 0 0 0 35 08:00 AM 4 12 0 16 0 0 5 5 0 9 0 9 0 0 0 0 30 08:15 AM 5 5 0 10 0 0 5 5 0 7 3 10 0 0 0 0 25 Total Volume 16 38 0 54 2 0 15 17 0 35 4 39 0 0 0 0 110 % App. Total 29.6 70.4 0 11.8 0 88.2 0 89.7 10.3 0 0 0 PHF .800 .633 .000 .675 .500 .000 .750 .850 .000 .875 .333 .886 .000 .000 .000 .000 .786 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-5 File Name : 02_PLD_Tech_East DW AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Technology Drive E/W: East Driveway/The Village West DW Weather: Clear Technology Drive E a s t D r i v e w a y T h e V i l l a g e W e s t D r i v e w a y Technology Drive Right 0 Thru 38 Left 16 InOut Total 50 54 104 Ri g h t 15 Th r u 0 Le f t 2 Ou t To t a l In 20 17 37 Left 0 Thru 35 Right 4 Out TotalIn 40 39 79 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 08:00 AM 08:00 AM 07:00 AM +0 mins.2 6 0 8 0 0 5 5 0 9 0 9 0 0 0 0 +15 mins.5 15 0 20 0 0 5 5 0 7 3 10 0 0 0 0 +30 mins.4 12 0 16 1 0 1 2 0 7 3 10 0 0 0 0 +45 mins.5 5 0 10 1 0 7 8 0 8 5 13 0 0 0 0 Total Volume 16 38 0 54 2 0 18 20 0 31 11 42 0 0 0 0 % App. Total 29.6 70.4 0 10 0 90 0 73.8 26.2 0 0 0 PHF .800 .633 .000 .675 .500 .000 .643 .625 .000 .861 .550 .808 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-6 File Name : 02_PLD_Tech_East DW PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Technology Drive E/W: East Driveway/The Village West DW Weather: Clear Groups Printed- Total Volume Technology Drive Southbound The Village West Driveway Westbound Technology Drive Northbound East Driveway Eastbound 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 2 7 0 9 2 0 10 12 0 10 3 13 0 0 0 0 34 04:15 PM 2 5 0 7 1 0 9 10 0 23 1 24 0 0 0 0 41 04:30 PM 5 8 0 13 2 0 13 15 0 17 1 18 0 0 0 0 46 04:45 PM 3 6 0 9 0 0 13 13 0 14 4 18 0 0 0 0 40 Total 12 26 0 38 5 0 45 50 0 64 9 73 0 0 0 0 161 05:00 PM 4 3 0 7 2 0 17 19 0 15 4 19 0 0 0 0 45 05:15 PM 1 8 0 9 0 0 12 12 0 7 3 10 0 0 0 0 31 05:30 PM 2 5 0 7 0 0 11 11 0 3 4 7 0 0 0 0 25 05:45 PM 2 7 0 9 0 0 8 8 0 9 3 12 0 0 0 0 29 Total 9 23 0 32 2 0 48 50 0 34 14 48 0 0 0 0 130 Grand Total 21 49 0 70 7 0 93 100 0 98 23 121 0 0 0 0 291 Apprch %30 70 0 7 0 93 0 81 19 0 0 0 Total %7.2 16.8 0 24.1 2.4 0 32 34.4 0 33.7 7.9 41.6 0 0 0 0 Technology Drive Southbound The Village West Driveway Westbound Technology Drive Northbound East Driveway Eastbound 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 04:15 PM 04:15 PM 2 5 0 7 1 0 9 10 0 23 1 24 0 0 0 0 41 04:30 PM 5 8 0 13 2 0 13 15 0 17 1 18 0 0 0 0 46 04:45 PM 3 6 0 9 0 0 13 13 0 14 4 18 0 0 0 0 40 05:00 PM 4 3 0 7 2 0 17 19 0 15 4 19 0 0 0 0 45 Total Volume 14 22 0 36 5 0 52 57 0 69 10 79 0 0 0 0 172 % App. Total 38.9 61.1 0 8.8 0 91.2 0 87.3 12.7 0 0 0 PHF .700 .688 .000 .692 .625 .000 .765 .750 .000 .750 .625 .823 .000 .000 .000 .000 .935 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-7 File Name : 02_PLD_Tech_East DW PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Technology Drive E/W: East Driveway/The Village West DW Weather: Clear Technology Drive E a s t D r i v e w a y T h e V i l l a g e W e s t D r i v e w a y Technology Drive Right 0 Thru 22 Left 14 InOut Total 121 36 157 Ri g h t 52 Th r u 0 Le f t 5 Ou t To t a l In 24 57 81 Left 0 Thru 69 Right 10 Out TotalIn 27 79 106 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 04:15 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:30 PM 04:15 PM 04:00 PM +0 mins.2 7 0 9 2 0 13 15 0 23 1 24 0 0 0 0 +15 mins.2 5 0 7 0 0 13 13 0 17 1 18 0 0 0 0 +30 mins.5 8 0 13 2 0 17 19 0 14 4 18 0 0 0 0 +45 mins.3 6 0 9 0 0 12 12 0 15 4 19 0 0 0 0 Total Volume 12 26 0 38 4 0 55 59 0 69 10 79 0 0 0 0 % App. Total 31.6 68.4 0 6.8 0 93.2 0 87.3 12.7 0 0 0 PHF .600 .813 .000 .731 .500 .000 .809 .776 .000 .750 .625 .823 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-8 File Name : 03_PLD_Tech_Coll AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Technology Drive E/W: College Drive Weather: Clear Groups Printed- Total Volume Technology Drive Southbound College Drive Westbound College Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 1 6 7 1 5 6 3 1 4 17 07:15 AM 1 1 2 0 1 1 3 0 3 6 07:30 AM 2 5 7 0 4 4 5 2 7 18 07:45 AM 8 8 16 3 10 13 2 4 6 35 Total 12 20 32 4 20 24 13 7 20 76 08:00 AM 7 5 12 4 7 11 2 7 9 32 08:15 AM 2 3 5 1 3 4 7 1 8 17 08:30 AM 5 1 6 2 7 9 2 0 2 17 08:45 AM 4 3 7 2 4 6 9 5 14 27 Total 18 12 30 9 21 30 20 13 33 93 Grand Total 30 32 62 13 41 54 33 20 53 169 Apprch %48.4 51.6 24.1 75.9 62.3 37.7 Total %17.8 18.9 36.7 7.7 24.3 32 19.5 11.8 31.4 Technology Drive Southbound College Drive Westbound College Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru 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 2 5 7 0 4 4 5 2 7 18 07:45 AM 8 8 16 3 10 13 2 4 6 35 08:00 AM 7 5 12 4 7 11 2 7 9 32 08:15 AM 2 3 5 1 3 4 7 1 8 17 Total Volume 19 21 40 8 24 32 16 14 30 102 % App. Total 47.5 52.5 25 75 53.3 46.7 PHF .594 .656 .625 .500 .600 .615 .571 .500 .833 .729 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-9 File Name : 03_PLD_Tech_Coll AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Technology Drive E/W: College Drive Weather: Clear Technology Drive C o l l e g e D r i v e C o l l e g e D r i v e Right 21 Left 19 InOut Total 40 40 80 Ri g h t 24 Th r u 8 Ou t To t a l In 33 32 65 Le f t 16 Th r u 14 To t a l Ou t In 29 30 59 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:45 AM 08:00 AM +0 mins.2 5 7 3 10 13 2 7 9 +15 mins.8 8 16 4 7 11 7 1 8 +30 mins.7 5 12 1 3 4 2 0 2 +45 mins.2 3 5 2 7 9 9 5 14 Total Volume 19 21 40 10 27 37 20 13 33 % App. Total 47.5 52.5 27 73 60.6 39.4 PHF .594 .656 .625 .625 .675 .712 .556 .464 .589 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-10 File Name : 03_PLD_Tech_Coll PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Technology Drive E/W: College Drive Weather: Clear Groups Printed- Total Volume Technology Drive Southbound College Drive Westbound College Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 6 3 9 4 8 12 5 7 12 33 04:15 PM 2 4 6 1 14 15 10 3 13 34 04:30 PM 5 4 9 1 13 14 5 10 15 38 04:45 PM 3 4 7 2 10 12 9 3 12 31 Total 16 15 31 8 45 53 29 23 52 136 05:00 PM 1 4 5 3 15 18 4 2 6 29 05:15 PM 5 3 8 2 5 7 5 1 6 21 05:30 PM 4 1 5 4 7 11 0 0 0 16 05:45 PM 6 1 7 1 7 8 4 14 18 33 Total 16 9 25 10 34 44 13 17 30 99 Grand Total 32 24 56 18 79 97 42 40 82 235 Apprch %57.1 42.9 18.6 81.4 51.2 48.8 Total %13.6 10.2 23.8 7.7 33.6 41.3 17.9 17 34.9 Technology Drive Southbound College Drive Westbound College Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru 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 6 3 9 4 8 12 5 7 12 33 04:15 PM 2 4 6 1 14 15 10 3 13 34 04:30 PM 5 4 9 1 13 14 5 10 15 38 04:45 PM 3 4 7 2 10 12 9 3 12 31 Total Volume 16 15 31 8 45 53 29 23 52 136 % App. Total 51.6 48.4 15.1 84.9 55.8 44.2 PHF .667 .938 .861 .500 .804 .883 .725 .575 .867 .895 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-11 File Name : 03_PLD_Tech_Coll PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Technology Drive E/W: College Drive Weather: Clear Technology Drive C o l l e g e D r i v e C o l l e g e D r i v e Right 15 Left 16 InOut Total 74 31 105 Ri g h t 45 Th r u 8 Ou t To t a l In 39 53 92 Le f t 29 Th r u 23 To t a l Ou t In 23 52 75 Peak Hour Begins at 04:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:15 PM 04:00 PM +0 mins.6 3 9 1 14 15 5 7 12 +15 mins.2 4 6 1 13 14 10 3 13 +30 mins.5 4 9 2 10 12 5 10 15 +45 mins.3 4 7 3 15 18 9 3 12 Total Volume 16 15 31 7 52 59 29 23 52 % App. Total 51.6 48.4 11.9 88.1 55.8 44.2 PHF .667 .938 .861 .583 .867 .819 .725 .575 .867 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-12 File Name : 04_PLD_UP_Coll AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: South DW/University Park Drive E/W: College Drive Weather: Clear Groups Printed- Total Volume South Driveway Southbound College Drive Westbound University Park Drive Northbound College Drive Eastbound 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 0 0 0 0 4 5 0 9 0 0 1 1 0 3 3 6 16 07:15 AM 0 0 0 0 0 2 0 2 1 0 0 1 0 3 1 4 7 07:30 AM 0 0 0 0 1 4 0 5 2 0 0 2 0 7 2 9 16 07:45 AM 0 0 0 0 2 9 0 11 1 0 1 2 0 5 3 8 21 Total 0 0 0 0 7 20 0 27 4 0 2 6 0 18 9 27 60 08:00 AM 0 0 0 0 2 7 0 9 3 0 1 4 0 9 1 10 23 08:15 AM 0 0 0 0 1 3 0 4 3 0 2 5 0 5 1 6 15 08:30 AM 0 0 0 0 0 3 0 3 3 0 0 3 0 4 3 7 13 08:45 AM 0 0 0 0 1 4 0 5 5 0 0 5 0 12 3 15 25 Total 0 0 0 0 4 17 0 21 14 0 3 17 0 30 8 38 76 Grand Total 0 0 0 0 11 37 0 48 18 0 5 23 0 48 17 65 136 Apprch %0 0 0 22.9 77.1 0 78.3 0 21.7 0 73.8 26.2 Total %0 0 0 0 8.1 27.2 0 35.3 13.2 0 3.7 16.9 0 35.3 12.5 47.8 South Driveway Southbound College Drive Westbound University Park Drive Northbound College Drive Eastbound 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 08:00 AM 08:00 AM 0 0 0 0 2 7 0 9 3 0 1 4 0 9 1 10 23 08:15 AM 0 0 0 0 1 3 0 4 3 0 2 5 0 5 1 6 15 08:30 AM 0 0 0 0 0 3 0 3 3 0 0 3 0 4 3 7 13 08:45 AM 0 0 0 0 1 4 0 5 5 0 0 5 0 12 3 15 25 Total Volume 0 0 0 0 4 17 0 21 14 0 3 17 0 30 8 38 76 % App. Total 0 0 0 19 81 0 82.4 0 17.6 0 78.9 21.1 PHF .000 .000 .000 .000 .500 .607 .000 .583 .700 .000 .375 .850 .000 .625 .667 .633 .760 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-13 File Name : 04_PLD_UP_Coll AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: South DW/University Park Drive E/W: College Drive Weather: Clear South Driveway C o l l e g e D r i v e C o l l e g e D r i v e University Park Drive Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 17 Le f t 4 Ou t To t a l In 33 21 54 Left 14 Thru 0 Right 3 Out TotalIn 12 17 29 Le f t 0 Th r u 30 Ri g h t 8 To t a l Ou t In 31 38 69 Peak Hour Begins at 08:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:30 AM 08:00 AM 08:00 AM +0 mins.0 0 0 0 1 4 0 5 3 0 1 4 0 9 1 10 +15 mins.0 0 0 0 2 9 0 11 3 0 2 5 0 5 1 6 +30 mins.0 0 0 0 2 7 0 9 3 0 0 3 0 4 3 7 +45 mins.0 0 0 0 1 3 0 4 5 0 0 5 0 12 3 15 Total Volume 0 0 0 0 6 23 0 29 14 0 3 17 0 30 8 38 % App. Total 0 0 0 20.7 79.3 0 82.4 0 17.6 0 78.9 21.1 PHF .000 .000 .000 .000 .750 .639 .000 .659 .700 .000 .375 .850 .000 .625 .667 .633 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-14 File Name : 04_PLD_UP_Coll PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: South DW/University Park Drive E/W: College Drive Weather: Clear Groups Printed- Total Volume South Driveway Southbound College Drive Westbound University Park Drive Northbound College Drive Eastbound 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 0 0 0 0 0 7 0 7 0 0 0 0 0 10 1 11 18 04:15 PM 0 0 0 0 0 5 0 5 2 0 1 3 0 12 3 15 23 04:30 PM 0 0 0 0 2 2 0 4 2 0 3 5 0 12 2 14 23 04:45 PM 0 0 0 0 2 6 0 8 1 0 2 3 0 10 1 11 22 Total 0 0 0 0 4 20 0 24 5 0 6 11 0 44 7 51 86 05:00 PM 0 0 0 0 0 7 0 7 1 0 0 1 0 6 1 7 15 05:15 PM 0 0 0 0 0 5 0 5 0 0 1 1 0 5 0 5 11 05:30 PM 0 0 0 0 0 5 0 5 2 0 0 2 0 1 1 2 9 05:45 PM 0 0 0 0 0 2 0 2 0 0 2 2 0 3 1 4 8 Total 0 0 0 0 0 19 0 19 3 0 3 6 0 15 3 18 43 Grand Total 0 0 0 0 4 39 0 43 8 0 9 17 0 59 10 69 129 Apprch %0 0 0 9.3 90.7 0 47.1 0 52.9 0 85.5 14.5 Total %0 0 0 0 3.1 30.2 0 33.3 6.2 0 7 13.2 0 45.7 7.8 53.5 South Driveway Southbound College Drive Westbound University Park Drive Northbound College Drive Eastbound 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 04:00 PM 04:00 PM 0 0 0 0 0 7 0 7 0 0 0 0 0 10 1 11 18 04:15 PM 0 0 0 0 0 5 0 5 2 0 1 3 0 12 3 15 23 04:30 PM 0 0 0 0 2 2 0 4 2 0 3 5 0 12 2 14 23 04:45 PM 0 0 0 0 2 6 0 8 1 0 2 3 0 10 1 11 22 Total Volume 0 0 0 0 4 20 0 24 5 0 6 11 0 44 7 51 86 % App. Total 0 0 0 16.7 83.3 0 45.5 0 54.5 0 86.3 13.7 PHF .000 .000 .000 .000 .500 .714 .000 .750 .625 .000 .500 .550 .000 .917 .583 .850 .935 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-15 File Name : 04_PLD_UP_Coll PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: South DW/University Park Drive E/W: College Drive Weather: Clear South Driveway C o l l e g e D r i v e C o l l e g e D r i v e University Park Drive Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 20 Le f t 4 Ou t To t a l In 50 24 74 Left 5 Thru 0 Right 6 Out TotalIn 11 11 22 Le f t 0 Th r u 44 Ri g h t 7 To t a l Ou t In 25 51 76 Peak Hour Begins at 04:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:45 PM 04:15 PM 04:00 PM +0 mins.0 0 0 0 2 6 0 8 2 0 1 3 0 10 1 11 +15 mins.0 0 0 0 0 7 0 7 2 0 3 5 0 12 3 15 +30 mins.0 0 0 0 0 5 0 5 1 0 2 3 0 12 2 14 +45 mins.0 0 0 0 0 5 0 5 1 0 0 1 0 10 1 11 Total Volume 0 0 0 0 2 23 0 25 6 0 6 12 0 44 7 51 % App. Total 0 0 0 8 92 0 50 0 50 0 86.3 13.7 PHF .000 .000 .000 .000 .250 .821 .000 .781 .750 .000 .500 .600 .000 .917 .583 .850 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-16 File Name : 05_PLD_Pac_Coll AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Pacific Avenue E/W: College Drive Weather: Clear Groups Printed- Total Volume Pacific Avenue Southbound College Drive Westbound College Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 3 11 14 5 0 5 0 3 3 22 07:15 AM 0 6 6 2 1 3 0 4 4 13 07:30 AM 2 9 11 4 1 5 1 7 8 24 07:45 AM 1 4 5 7 1 8 3 9 12 25 Total 6 30 36 18 3 21 4 23 27 84 08:00 AM 1 3 4 10 1 11 3 6 9 24 08:15 AM 1 6 7 6 0 6 3 5 8 21 08:30 AM 0 3 3 4 2 6 6 7 13 22 08:45 AM 2 0 2 6 4 10 0 13 13 25 Total 4 12 16 26 7 33 12 31 43 92 Grand Total 10 42 52 44 10 54 16 54 70 176 Apprch %19.2 80.8 81.5 18.5 22.9 77.1 Total %5.7 23.9 29.5 25 5.7 30.7 9.1 30.7 39.8 Pacific Avenue Southbound College Drive Westbound College Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru 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 2 9 11 4 1 5 1 7 8 24 07:45 AM 1 4 5 7 1 8 3 9 12 25 08:00 AM 1 3 4 10 1 11 3 6 9 24 08:15 AM 1 6 7 6 0 6 3 5 8 21 Total Volume 5 22 27 27 3 30 10 27 37 94 % App. Total 18.5 81.5 90 10 27 73 PHF .625 .611 .614 .675 .750 .682 .833 .750 .771 .940 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-17 File Name : 05_PLD_Pac_Coll AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Pacific Avenue E/W: College Drive Weather: Clear Pacific Avenue C o l l e g e D r i v e C o l l e g e D r i v e Right 22 Left 5 InOut Total 13 27 40 Ri g h t 3 Th r u 27 Ou t To t a l In 32 30 62 Le f t 10 Th r u 27 To t a l Ou t In 49 37 86 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 08:00 AM 08:00 AM +0 mins.3 11 14 10 1 11 3 6 9 +15 mins.0 6 6 6 0 6 3 5 8 +30 mins.2 9 11 4 2 6 6 7 13 +45 mins.1 4 5 6 4 10 0 13 13 Total Volume 6 30 36 26 7 33 12 31 43 % App. Total 16.7 83.3 78.8 21.2 27.9 72.1 PHF .500 .682 .643 .650 .438 .750 .500 .596 .827 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-18 File Name : 05_PLD_Pac_Coll PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Pacific Avenue E/W: College Drive Weather: Clear Groups Printed- Total Volume Pacific Avenue Southbound College Drive Westbound College Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 1 4 5 4 2 6 1 11 12 23 04:15 PM 4 3 7 6 1 7 0 10 10 24 04:30 PM 4 1 5 3 1 4 2 9 11 20 04:45 PM 0 1 1 5 1 6 1 10 11 18 Total 9 9 18 18 5 23 4 40 44 85 05:00 PM 2 1 3 7 1 8 1 6 7 18 05:15 PM 0 0 0 4 1 5 2 4 6 11 05:30 PM 0 2 2 3 4 7 1 2 3 12 05:45 PM 2 2 4 1 1 2 1 3 4 10 Total 4 5 9 15 7 22 5 15 20 51 Grand Total 13 14 27 33 12 45 9 55 64 136 Apprch %48.1 51.9 73.3 26.7 14.1 85.9 Total %9.6 10.3 19.9 24.3 8.8 33.1 6.6 40.4 47.1 Pacific Avenue Southbound College Drive Westbound College Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru 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 1 4 5 4 2 6 1 11 12 23 04:15 PM 4 3 7 6 1 7 0 10 10 24 04:30 PM 4 1 5 3 1 4 2 9 11 20 04:45 PM 0 1 1 5 1 6 1 10 11 18 Total Volume 9 9 18 18 5 23 4 40 44 85 % App. Total 50 50 78.3 21.7 9.1 90.9 PHF .563 .563 .643 .750 .625 .821 .500 .909 .917 .885 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-19 File Name : 05_PLD_Pac_Coll PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Pacific Avenue E/W: College Drive Weather: Clear Pacific Avenue C o l l e g e D r i v e C o l l e g e D r i v e Right 9 Left 9 InOut Total 9 18 27 Ri g h t 5 Th r u 18 Ou t To t a l In 49 23 72 Le f t 4 Th r u 40 To t a l Ou t In 27 44 71 Peak Hour Begins at 04:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:45 PM 04:00 PM +0 mins.1 4 5 5 1 6 1 11 12 +15 mins.4 3 7 7 1 8 0 10 10 +30 mins.4 1 5 4 1 5 2 9 11 +45 mins.0 1 1 3 4 7 1 10 11 Total Volume 9 9 18 19 7 26 4 40 44 % App. Total 50 50 73.1 26.9 9.1 90.9 PHF .563 .563 .643 .679 .438 .813 .500 .909 .917 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-20 File Name : 06_PLD_Coll_UP AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: College Drive E/W: University Park Drive Weather: Clear Groups Printed- Total Volume College Drive Southbound University Park Drive Westbound College Drive Northbound University Park Drive Eastbound 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 2 1 0 3 1 10 1 12 0 5 5 10 0 3 0 3 28 07:15 AM 3 1 0 4 1 5 1 7 0 6 5 11 0 0 2 2 24 07:30 AM 2 1 0 3 3 1 0 4 0 6 7 13 0 0 0 0 20 07:45 AM 5 6 0 11 6 3 5 14 1 12 4 17 0 0 0 0 42 Total 12 9 0 21 11 19 7 37 1 29 21 51 0 3 2 5 114 08:00 AM 7 4 1 12 2 2 2 6 1 4 0 5 0 0 0 0 23 08:15 AM 0 4 2 6 2 1 3 6 3 3 3 9 0 1 1 2 23 08:30 AM 4 1 0 5 3 1 1 5 1 6 1 8 1 3 2 6 24 08:45 AM 5 4 0 9 12 4 4 20 2 8 5 15 0 0 0 0 44 Total 16 13 3 32 19 8 10 37 7 21 9 37 1 4 3 8 114 Grand Total 28 22 3 53 30 27 17 74 8 50 30 88 1 7 5 13 228 Apprch %52.8 41.5 5.7 40.5 36.5 23 9.1 56.8 34.1 7.7 53.8 38.5 Total %12.3 9.6 1.3 23.2 13.2 11.8 7.5 32.5 3.5 21.9 13.2 38.6 0.4 3.1 2.2 5.7 College Drive Southbound University Park Drive Westbound College Drive Northbound University Park Drive Eastbound 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 07:00 AM 07:00 AM 2 1 0 3 1 10 1 12 0 5 5 10 0 3 0 3 28 07:15 AM 3 1 0 4 1 5 1 7 0 6 5 11 0 0 2 2 24 07:30 AM 2 1 0 3 3 1 0 4 0 6 7 13 0 0 0 0 20 07:45 AM 5 6 0 11 6 3 5 14 1 12 4 17 0 0 0 0 42 Total Volume 12 9 0 21 11 19 7 37 1 29 21 51 0 3 2 5 114 % App. Total 57.1 42.9 0 29.7 51.4 18.9 2 56.9 41.2 0 60 40 PHF .600 .375 .000 .477 .458 .475 .350 .661 .250 .604 .750 .750 .000 .250 .250 .417 .679 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-21 File Name : 06_PLD_Coll_UP AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: College Drive E/W: University Park Drive Weather: Clear College Drive U n i v e r s i t y P a r k D r i v e U n i v e r s i t y P a r k D r i v e College Drive Right 0 Thru 9 Left 12 InOut Total 36 21 57 Ri g h t 7 Th r u 19 Le f t 11 Ou t To t a l In 36 37 73 Left 1 Thru 29 Right 21 Out TotalIn 22 51 73 Le f t 0 Th r u 3 Ri g h t 2 To t a l Ou t In 20 5 25 Peak Hour Begins at 07:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:00 AM 07:00 AM 07:45 AM +0 mins.5 6 0 11 1 10 1 12 0 5 5 10 0 0 0 0 +15 mins.7 4 1 12 1 5 1 7 0 6 5 11 0 0 0 0 +30 mins.0 4 2 6 3 1 0 4 0 6 7 13 0 1 1 2 +45 mins.4 1 0 5 6 3 5 14 1 12 4 17 1 3 2 6 Total Volume 16 15 3 34 11 19 7 37 1 29 21 51 1 4 3 8 % App. Total 47.1 44.1 8.8 29.7 51.4 18.9 2 56.9 41.2 12.5 50 37.5 PHF .571 .625 .375 .708 .458 .475 .350 .661 .250 .604 .750 .750 .250 .333 .375 .333 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-22 File Name : 06_PLD_Coll_UP PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: College Drive E/W: University Park Drive Weather: Clear Groups Printed- Total Volume College Drive Southbound University Park Drive Westbound College Drive Northbound University Park Drive Eastbound 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 6 8 0 14 5 0 5 10 0 9 1 10 0 1 0 1 35 04:15 PM 7 4 1 12 5 2 5 12 0 4 2 6 0 4 1 5 35 04:30 PM 7 11 1 19 2 3 1 6 0 6 4 10 2 1 0 3 38 04:45 PM 5 11 0 16 4 3 7 14 1 2 4 7 1 0 0 1 38 Total 25 34 2 61 16 8 18 42 1 21 11 33 3 6 1 10 146 05:00 PM 8 8 0 16 5 4 9 18 0 6 6 12 1 1 0 2 48 05:15 PM 4 6 0 10 8 1 1 10 1 7 2 10 0 2 0 2 32 05:30 PM 3 6 0 9 6 1 5 12 0 2 7 9 0 0 0 0 30 05:45 PM 4 4 0 8 4 0 5 9 0 7 2 9 0 1 1 2 28 Total 19 24 0 43 23 6 20 49 1 22 17 40 1 4 1 6 138 Grand Total 44 58 2 104 39 14 38 91 2 43 28 73 4 10 2 16 284 Apprch %42.3 55.8 1.9 42.9 15.4 41.8 2.7 58.9 38.4 25 62.5 12.5 Total %15.5 20.4 0.7 36.6 13.7 4.9 13.4 32 0.7 15.1 9.9 25.7 1.4 3.5 0.7 5.6 College Drive Southbound University Park Drive Westbound College Drive Northbound University Park Drive Eastbound 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 04:15 PM 04:15 PM 7 4 1 12 5 2 5 12 0 4 2 6 0 4 1 5 35 04:30 PM 7 11 1 19 2 3 1 6 0 6 4 10 2 1 0 3 38 04:45 PM 5 11 0 16 4 3 7 14 1 2 4 7 1 0 0 1 38 05:00 PM 8 8 0 16 5 4 9 18 0 6 6 12 1 1 0 2 48 Total Volume 27 34 2 63 16 12 22 50 1 18 16 35 4 6 1 11 159 % App. Total 42.9 54 3.2 32 24 44 2.9 51.4 45.7 36.4 54.5 9.1 PHF .844 .773 .500 .829 .800 .750 .611 .694 .250 .750 .667 .729 .500 .375 .250 .550 .828 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-23 File Name : 06_PLD_Coll_UP PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: College Drive E/W: University Park Drive Weather: Clear College Drive U n i v e r s i t y P a r k D r i v e U n i v e r s i t y P a r k D r i v e College Drive Right 2 Thru 34 Left 27 InOut Total 44 63 107 Ri g h t 22 Th r u 12 Le f t 16 Ou t To t a l In 49 50 99 Left 1 Thru 18 Right 16 Out TotalIn 51 35 86 Le f t 4 Th r u 6 Ri g h t 1 To t a l Ou t In 15 11 26 Peak Hour Begins at 04:15 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:45 PM 05:00 PM 04:15 PM +0 mins.7 4 1 12 4 3 7 14 0 6 6 12 0 4 1 5 +15 mins.7 11 1 19 5 4 9 18 1 7 2 10 2 1 0 3 +30 mins.5 11 0 16 8 1 1 10 0 2 7 9 1 0 0 1 +45 mins.8 8 0 16 6 1 5 12 0 7 2 9 1 1 0 2 Total Volume 27 34 2 63 23 9 22 54 1 22 17 40 4 6 1 11 % App. Total 42.9 54 3.2 42.6 16.7 40.7 2.5 55 42.5 36.4 54.5 9.1 PHF .844 .773 .500 .829 .719 .563 .611 .750 .250 .786 .607 .833 .500 .375 .250 .550 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-24 File Name : 07_PLD_Cook_10W AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Total Volume Cook Street Southbound I-10 Westbound Ramps Westbound Cook Street Northbound I-10 Westbound On Ramp Eastbound 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 0 59 9 68 155 0 13 168 0 40 78 118 0 0 0 0 354 07:15 AM 0 58 6 64 241 0 21 262 0 54 67 121 0 0 0 0 447 07:30 AM 0 84 9 93 306 0 36 342 0 117 69 186 0 0 0 0 621 07:45 AM 0 143 20 163 327 0 65 392 0 127 75 202 0 0 0 0 757 Total 0 344 44 388 1029 0 135 1164 0 338 289 627 0 0 0 0 2179 08:00 AM 0 118 24 142 284 0 9 293 0 46 77 123 0 0 0 0 558 08:15 AM 0 37 3 40 207 0 11 218 0 29 79 108 0 0 0 0 366 08:30 AM 0 51 8 59 216 0 10 226 0 41 91 132 0 0 0 0 417 08:45 AM 0 54 6 60 202 0 9 211 0 55 73 128 0 0 0 0 399 Total 0 260 41 301 909 0 39 948 0 171 320 491 0 0 0 0 1740 Grand Total 0 604 85 689 1938 0 174 2112 0 509 609 1118 0 0 0 0 3919 Apprch %0 87.7 12.3 91.8 0 8.2 0 45.5 54.5 0 0 0 Total %0 15.4 2.2 17.6 49.5 0 4.4 53.9 0 13 15.5 28.5 0 0 0 0 Cook Street Southbound I-10 Westbound Ramps Westbound Cook Street Northbound I-10 Westbound On Ramp Eastbound 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 07:15 AM 07:15 AM 0 58 6 64 241 0 21 262 0 54 67 121 0 0 0 0 447 07:30 AM 0 84 9 93 306 0 36 342 0 117 69 186 0 0 0 0 621 07:45 AM 0 143 20 163 327 0 65 392 0 127 75 202 0 0 0 0 757 08:00 AM 0 118 24 142 284 0 9 293 0 46 77 123 0 0 0 0 558 Total Volume 0 403 59 462 1158 0 131 1289 0 344 288 632 0 0 0 0 2383 % App. Total 0 87.2 12.8 89.8 0 10.2 0 54.4 45.6 0 0 0 PHF .000 .705 .615 .709 .885 .000 .504 .822 .000 .677 .935 .782 .000 .000 .000 .000 .787 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-25 File Name : 07_PLD_Cook_10W AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: I-10 Westbound Ramps Weather: Clear Cook Street I - 1 0 W e s t b o u n d O n R a m p I - 1 0 W e s t b o u n d R a m p s Cook Street Right 59 Thru 403 Left 0 InOut Total 475 462 937 Ri g h t 13 1 Th r u 0 Le f t 11 5 8 Ou t To t a l In 28 8 12 8 9 15 7 7 Left 0 Thru 344 Right 288 Out TotalIn 1561 632 2193 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 59 0 59 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 07:15 AM 07:00 AM +0 mins.0 58 6 64 241 0 21 262 0 54 67 121 0 0 0 0 +15 mins.0 84 9 93 306 0 36 342 0 117 69 186 0 0 0 0 +30 mins.0 143 20 163 327 0 65 392 0 127 75 202 0 0 0 0 +45 mins.0 118 24 142 284 0 9 293 0 46 77 123 0 0 0 0 Total Volume 0 403 59 462 1158 0 131 1289 0 344 288 632 0 0 0 0 % App. Total 0 87.2 12.8 89.8 0 10.2 0 54.4 45.6 0 0 0 PHF .000 .705 .615 .709 .885 .000 .504 .822 .000 .677 .935 .782 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-26 File Name : 07_PLD_Cook_10W PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Total Volume Cook Street Southbound I-10 Westbound Ramps Westbound Cook Street Northbound I-10 Westbound On Ramp Eastbound 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 0 61 25 86 100 0 26 126 0 93 159 252 0 0 0 0 464 04:15 PM 0 56 18 74 128 0 15 143 0 91 144 235 0 0 0 0 452 04:30 PM 0 60 12 72 89 0 14 103 0 81 164 245 0 0 0 0 420 04:45 PM 0 65 13 78 91 0 13 104 0 77 132 209 0 0 0 0 391 Total 0 242 68 310 408 0 68 476 0 342 599 941 0 0 0 0 1727 05:00 PM 0 60 11 71 98 0 13 111 0 67 154 221 0 0 0 0 403 05:15 PM 0 46 3 49 111 0 13 124 0 97 153 250 0 0 0 0 423 05:30 PM 0 40 8 48 93 0 7 100 0 53 119 172 0 0 0 0 320 05:45 PM 0 40 2 42 82 0 4 86 0 50 92 142 0 0 0 0 270 Total 0 186 24 210 384 0 37 421 0 267 518 785 0 0 0 0 1416 Grand Total 0 428 92 520 792 0 105 897 0 609 1117 1726 0 0 0 0 3143 Apprch %0 82.3 17.7 88.3 0 11.7 0 35.3 64.7 0 0 0 Total %0 13.6 2.9 16.5 25.2 0 3.3 28.5 0 19.4 35.5 54.9 0 0 0 0 Cook Street Southbound I-10 Westbound Ramps Westbound Cook Street Northbound I-10 Westbound On Ramp Eastbound 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 04:00 PM 04:00 PM 0 61 25 86 100 0 26 126 0 93 159 252 0 0 0 0 464 04:15 PM 0 56 18 74 128 0 15 143 0 91 144 235 0 0 0 0 452 04:30 PM 0 60 12 72 89 0 14 103 0 81 164 245 0 0 0 0 420 04:45 PM 0 65 13 78 91 0 13 104 0 77 132 209 0 0 0 0 391 Total Volume 0 242 68 310 408 0 68 476 0 342 599 941 0 0 0 0 1727 % App. Total 0 78.1 21.9 85.7 0 14.3 0 36.3 63.7 0 0 0 PHF .000 .931 .680 .901 .797 .000 .654 .832 .000 .919 .913 .934 .000 .000 .000 .000 .930 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-27 File Name : 07_PLD_Cook_10W PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: I-10 Westbound Ramps Weather: Clear Cook Street I - 1 0 W e s t b o u n d O n R a m p I - 1 0 W e s t b o u n d R a m p s Cook Street Right 68 Thru 242 Left 0 InOut Total 410 310 720 Ri g h t 68 Th r u 0 Le f t 40 8 Ou t To t a l In 59 9 47 6 10 7 5 Left 0 Thru 342 Right 599 Out TotalIn 650 941 1591 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 68 0 68 Peak Hour Begins at 04:00 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 61 25 86 100 0 26 126 0 93 159 252 0 0 0 0 +15 mins.0 56 18 74 128 0 15 143 0 91 144 235 0 0 0 0 +30 mins.0 60 12 72 89 0 14 103 0 81 164 245 0 0 0 0 +45 mins.0 65 13 78 91 0 13 104 0 77 132 209 0 0 0 0 Total Volume 0 242 68 310 408 0 68 476 0 342 599 941 0 0 0 0 % App. Total 0 78.1 21.9 85.7 0 14.3 0 36.3 63.7 0 0 0 PHF .000 .931 .680 .901 .797 .000 .654 .832 .000 .919 .913 .934 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-28 File Name : 08_PLD_Cook_10E AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Total Volume Cook Street Southbound I-10 Eastbound On Ramp Westbound Cook Street Northbound I-10 Eastbound Off Ramp Eastbound 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 7 207 0 214 0 0 0 0 0 98 63 161 18 0 165 183 558 07:15 AM 8 300 0 308 0 0 0 0 0 99 62 161 25 0 166 191 660 07:30 AM 15 366 0 381 0 0 0 0 0 159 84 243 33 0 174 207 831 07:45 AM 29 432 0 461 0 0 0 0 0 156 81 237 45 1 209 255 953 Total 59 1305 0 1364 0 0 0 0 0 512 290 802 121 1 714 836 3002 08:00 AM 28 378 0 406 0 0 0 0 0 110 97 207 9 0 169 178 791 08:15 AM 4 240 0 244 0 0 0 0 0 100 90 190 11 0 150 161 595 08:30 AM 12 255 0 267 0 0 0 0 0 123 87 210 9 1 174 184 661 08:45 AM 5 253 0 258 0 0 0 0 0 117 83 200 15 0 155 170 628 Total 49 1126 0 1175 0 0 0 0 0 450 357 807 44 1 648 693 2675 Grand Total 108 2431 0 2539 0 0 0 0 0 962 647 1609 165 2 1362 1529 5677 Apprch %4.3 95.7 0 0 0 0 0 59.8 40.2 10.8 0.1 89.1 Total %1.9 42.8 0 44.7 0 0 0 0 0 16.9 11.4 28.3 2.9 0 24 26.9 Cook Street Southbound I-10 Eastbound On Ramp Westbound Cook Street Northbound I-10 Eastbound Off Ramp Eastbound 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 07:15 AM 07:15 AM 8 300 0 308 0 0 0 0 0 99 62 161 25 0 166 191 660 07:30 AM 15 366 0 381 0 0 0 0 0 159 84 243 33 0 174 207 831 07:45 AM 29 432 0 461 0 0 0 0 0 156 81 237 45 1 209 255 953 08:00 AM 28 378 0 406 0 0 0 0 0 110 97 207 9 0 169 178 791 Total Volume 80 1476 0 1556 0 0 0 0 0 524 324 848 112 1 718 831 3235 % App. Total 5.1 94.9 0 0 0 0 0 61.8 38.2 13.5 0.1 86.4 PHF .690 .854 .000 .844 .000 .000 .000 .000 .000 .824 .835 .872 .622 .250 .859 .815 .849 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-29 File Name : 08_PLD_Cook_10E AM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: I-10 Eastbound Ramps Weather: Clear Cook Street I - 1 0 E a s t b o u n d O f f R a m p I - 1 0 E a s t b o u n d O n R a m p Cook Street Right 0 Thru 1476 Left 80 InOut Total 636 1556 2192 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 40 5 0 40 5 Left 0 Thru 524 Right 324 Out TotalIn 2194 848 3042 Le f t 11 2 Th r u 1 Ri g h t 71 8 To t a l Ou t In 0 83 1 83 1 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:00 AM 07:30 AM 07:00 AM +0 mins.8 300 0 308 0 0 0 0 0 159 84 243 18 0 165 183 +15 mins.15 366 0 381 0 0 0 0 0 156 81 237 25 0 166 191 +30 mins.29 432 0 461 0 0 0 0 0 110 97 207 33 0 174 207 +45 mins.28 378 0 406 0 0 0 0 0 100 90 190 45 1 209 255 Total Volume 80 1476 0 1556 0 0 0 0 0 525 352 877 121 1 714 836 % App. Total 5.1 94.9 0 0 0 0 0 59.9 40.1 14.5 0.1 85.4 PHF .690 .854 .000 .844 .000 .000 .000 .000 .000 .825 .907 .902 .672 .250 .854 .820 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-30 File Name : 08_PLD_Cook_10E PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Total Volume Cook Street Southbound I-10 Eastbound On Ramp Westbound Cook Street Northbound I-10 Eastbound Off Ramp Eastbound 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 9 147 0 156 0 0 0 0 0 240 171 411 18 0 112 130 697 04:15 PM 11 175 0 186 0 0 0 0 0 221 171 392 14 0 124 138 716 04:30 PM 9 138 0 147 0 0 0 0 0 228 184 412 15 0 106 121 680 04:45 PM 19 140 0 159 0 0 0 0 0 195 212 407 17 0 108 125 691 Total 48 600 0 648 0 0 0 0 0 884 738 1622 64 0 450 514 2784 05:00 PM 16 144 0 160 0 0 0 0 0 216 209 425 14 0 117 131 716 05:15 PM 7 154 0 161 0 0 0 0 0 227 239 466 18 1 117 136 763 05:30 PM 13 122 0 135 0 0 0 0 0 168 153 321 8 0 88 96 552 05:45 PM 7 118 0 125 0 0 0 0 0 124 136 260 13 0 120 133 518 Total 43 538 0 581 0 0 0 0 0 735 737 1472 53 1 442 496 2549 Grand Total 91 1138 0 1229 0 0 0 0 0 1619 1475 3094 117 1 892 1010 5333 Apprch %7.4 92.6 0 0 0 0 0 52.3 47.7 11.6 0.1 88.3 Total %1.7 21.3 0 23 0 0 0 0 0 30.4 27.7 58 2.2 0 16.7 18.9 Cook Street Southbound I-10 Eastbound On Ramp Westbound Cook Street Northbound I-10 Eastbound Off Ramp Eastbound 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 04:30 PM 04:30 PM 9 138 0 147 0 0 0 0 0 228 184 412 15 0 106 121 680 04:45 PM 19 140 0 159 0 0 0 0 0 195 212 407 17 0 108 125 691 05:00 PM 16 144 0 160 0 0 0 0 0 216 209 425 14 0 117 131 716 05:15 PM 7 154 0 161 0 0 0 0 0 227 239 466 18 1 117 136 763 Total Volume 51 576 0 627 0 0 0 0 0 866 844 1710 64 1 448 513 2850 % App. Total 8.1 91.9 0 0 0 0 0 50.6 49.4 12.5 0.2 87.3 PHF .671 .935 .000 .974 .000 .000 .000 .000 .000 .950 .883 .917 .889 .250 .957 .943 .934 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-31 File Name : 08_PLD_Cook_10E PM Site Code : 05122886 Start Date : 10/13/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: I-10 Eastbound Ramps Weather: Clear Cook Street I - 1 0 E a s t b o u n d O f f R a m p I - 1 0 E a s t b o u n d O n R a m p Cook Street Right 0 Thru 576 Left 51 InOut Total 930 627 1557 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 89 6 0 89 6 Left 0 Thru 866 Right 844 Out TotalIn 1024 1710 2734 Le f t 64 Th r u 1 Ri g h t 44 8 To t a l Ou t In 0 51 3 51 3 Peak Hour Begins at 04:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:00 PM 04:30 PM 04:15 PM +0 mins.11 175 0 186 0 0 0 0 0 228 184 412 14 0 124 138 +15 mins.9 138 0 147 0 0 0 0 0 195 212 407 15 0 106 121 +30 mins.19 140 0 159 0 0 0 0 0 216 209 425 17 0 108 125 +45 mins.16 144 0 160 0 0 0 0 0 227 239 466 14 0 117 131 Total Volume 55 597 0 652 0 0 0 0 0 866 844 1710 60 0 455 515 % App. Total 8.4 91.6 0 0 0 0 0 50.6 49.4 11.7 0 88.3 PHF .724 .853 .000 .876 .000 .000 .000 .000 .000 .950 .883 .917 .882 .000 .917 .933 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-32 File Name : 07_PLD_Cook_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Cook Street Southbound Gerald Ford Drive Westbound Cook Street Northbound Gerald Ford Drive Eastbound 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 27 217 87 331 6 41 18 65 24 106 5 135 47 26 14 87 618 07:15 AM 36 286 85 407 2 53 30 85 28 85 7 120 32 23 17 72 684 07:30 AM 26 371 104 501 7 50 22 79 23 111 5 139 53 26 17 96 815 07:45 AM 60 373 111 544 9 74 30 113 33 132 12 177 73 28 32 133 967 Total 149 1247 387 1783 24 218 100 342 108 434 29 571 205 103 80 388 3084 08:00 AM 34 275 75 384 6 58 29 93 35 123 3 161 53 24 25 102 740 08:15 AM 46 279 56 381 7 40 33 80 24 129 8 161 47 21 19 87 709 08:30 AM 33 238 57 328 5 60 26 91 45 186 6 237 62 32 20 114 770 08:45 AM 43 274 68 385 11 50 28 89 36 136 8 180 59 28 31 118 772 Total 156 1066 256 1478 29 208 116 353 140 574 25 739 221 105 95 421 2991 Grand Total 305 2313 643 3261 53 426 216 695 248 1008 54 1310 426 208 175 809 6075 Apprch %9.4 70.9 19.7 7.6 61.3 31.1 18.9 76.9 4.1 52.7 25.7 21.6 Total %5 38.1 10.6 53.7 0.9 7 3.6 11.4 4.1 16.6 0.9 21.6 7 3.4 2.9 13.3 Cook Street Southbound Gerald Ford Drive Westbound Cook Street Northbound Gerald Ford Drive Eastbound 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 07:30 AM 07:30 AM 26 371 104 501 7 50 22 79 23 111 5 139 53 26 17 96 815 07:45 AM 60 373 111 544 9 74 30 113 33 132 12 177 73 28 32 133 967 08:00 AM 34 275 75 384 6 58 29 93 35 123 3 161 53 24 25 102 740 08:15 AM 46 279 56 381 7 40 33 80 24 129 8 161 47 21 19 87 709 Total Volume 166 1298 346 1810 29 222 114 365 115 495 28 638 226 99 93 418 3231 % App. Total 9.2 71.7 19.1 7.9 60.8 31.2 18 77.6 4.4 54.1 23.7 22.2 PHF .692 .870 .779 .832 .806 .750 .864 .808 .821 .938 .583 .901 .774 .884 .727 .786 .835 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-33 File Name : 07_PLD_Cook_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: Gerald Ford Drive Weather: Clear Cook Street G e r a l d F o r d D r i v e G e r a l d F o r d D r i v e Cook Street Right 346 Thru 1298 Left 166 InOut Total 835 1810 2645 Ri g h t 11 4 Th r u 22 2 Le f t 29 Ou t To t a l In 29 3 36 5 65 8 Left 115 Thru 495 Right 28 Out TotalIn 1420 638 2058 Le f t 22 6 Th r u 99 Ri g h t 93 To t a l Ou t In 68 3 41 8 11 0 1 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:45 AM 08:00 AM 07:45 AM +0 mins.36 286 85 407 9 74 30 113 35 123 3 161 73 28 32 133 +15 mins.26 371 104 501 6 58 29 93 24 129 8 161 53 24 25 102 +30 mins.60 373 111 544 7 40 33 80 45 186 6 237 47 21 19 87 +45 mins.34 275 75 384 5 60 26 91 36 136 8 180 62 32 20 114 Total Volume 156 1305 375 1836 27 232 118 377 140 574 25 739 235 105 96 436 % App. Total 8.5 71.1 20.4 7.2 61.5 31.3 18.9 77.7 3.4 53.9 24.1 22 PHF .650 .875 .845 .844 .750 .784 .894 .834 .778 .772 .781 .780 .805 .820 .750 .820 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-34 File Name : 07_PLD_Cook_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Cook Street Southbound Gerald Ford Drive Westbound Cook Street Northbound Gerald Ford Drive Eastbound 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 30 168 36 234 13 47 37 97 60 248 7 315 90 57 39 186 832 04:15 PM 25 176 43 244 12 44 23 79 35 213 8 256 91 39 18 148 727 04:30 PM 39 141 45 225 13 46 37 96 35 238 5 278 112 54 34 200 799 04:45 PM 40 157 31 228 16 36 39 91 36 210 3 249 78 39 25 142 710 Total 134 642 155 931 54 173 136 363 166 909 23 1098 371 189 116 676 3068 05:00 PM 38 162 42 242 16 40 39 95 24 254 9 287 96 62 23 181 805 05:15 PM 37 173 42 252 13 44 35 92 61 243 8 312 106 57 16 179 835 05:30 PM 33 153 52 238 13 28 36 77 32 178 4 214 91 33 24 148 677 05:45 PM 45 129 34 208 16 26 28 70 53 124 6 183 76 41 17 134 595 Total 153 617 170 940 58 138 138 334 170 799 27 996 369 193 80 642 2912 Grand Total 287 1259 325 1871 112 311 274 697 336 1708 50 2094 740 382 196 1318 5980 Apprch %15.3 67.3 17.4 16.1 44.6 39.3 16 81.6 2.4 56.1 29 14.9 Total %4.8 21.1 5.4 31.3 1.9 5.2 4.6 11.7 5.6 28.6 0.8 35 12.4 6.4 3.3 22 Cook Street Southbound Gerald Ford Drive Westbound Cook Street Northbound Gerald Ford Drive Eastbound 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 04:30 PM 04:30 PM 39 141 45 225 13 46 37 96 35 238 5 278 112 54 34 200 799 04:45 PM 40 157 31 228 16 36 39 91 36 210 3 249 78 39 25 142 710 05:00 PM 38 162 42 242 16 40 39 95 24 254 9 287 96 62 23 181 805 05:15 PM 37 173 42 252 13 44 35 92 61 243 8 312 106 57 16 179 835 Total Volume 154 633 160 947 58 166 150 374 156 945 25 1126 392 212 98 702 3149 % App. Total 16.3 66.8 16.9 15.5 44.4 40.1 13.9 83.9 2.2 55.8 30.2 14 PHF .963 .915 .889 .939 .906 .902 .962 .974 .639 .930 .694 .902 .875 .855 .721 .878 .943 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-35 File Name : 07_PLD_Cook_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: Gerald Ford Drive Weather: Clear Cook Street G e r a l d F o r d D r i v e G e r a l d F o r d D r i v e Cook Street Right 160 Thru 633 Left 154 InOut Total 1487 947 2434 Ri g h t 15 0 Th r u 16 6 Le f t 58 Ou t To t a l In 39 1 37 4 76 5 Left 156 Thru 945 Right 25 Out TotalIn 789 1126 1915 Le f t 39 2 Th r u 21 2 Ri g h t 98 To t a l Ou t In 48 2 70 2 11 8 4 Peak Hour Begins at 04:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.40 157 31 228 13 46 37 96 35 238 5 278 112 54 34 200 +15 mins.38 162 42 242 16 36 39 91 36 210 3 249 78 39 25 142 +30 mins.37 173 42 252 16 40 39 95 24 254 9 287 96 62 23 181 +45 mins.33 153 52 238 13 44 35 92 61 243 8 312 106 57 16 179 Total Volume 148 645 167 960 58 166 150 374 156 945 25 1126 392 212 98 702 % App. Total 15.4 67.2 17.4 15.5 44.4 40.1 13.9 83.9 2.2 55.8 30.2 14 PHF .925 .932 .803 .952 .906 .902 .962 .974 .639 .930 .694 .902 .875 .855 .721 .878 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-36 File Name : 11_PLD_Cook_Uni AM Site Code : 05122144 Start Date : 3/9/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: University Park Drive/Berger Dr W Weather: Clear Groups Printed- Total Volume Cook Street Southbound Berger Drive W Westbound Cook Street Northbound University Park Drive Eastbound 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 6 215 5 226 0 0 1 1 4 110 2 116 5 1 3 9 352 07:15 AM 5 331 3 339 0 0 3 3 3 150 0 153 10 0 7 17 512 07:30 AM 14 373 1 388 0 0 2 2 1 184 2 187 6 0 4 10 587 07:45 AM 13 421 8 442 2 1 3 6 3 177 3 183 9 0 3 12 643 Total 38 1340 17 1395 2 1 9 12 11 621 7 639 30 1 17 48 2094 08:00 AM 15 327 3 345 1 0 2 3 3 196 5 204 6 0 3 9 561 08:15 AM 6 319 5 330 0 0 3 3 5 161 1 167 4 0 6 10 510 08:30 AM 19 294 10 323 1 1 3 5 11 198 0 209 7 0 0 7 544 08:45 AM 31 342 4 377 1 2 5 8 5 193 6 204 7 0 1 8 597 Total 71 1282 22 1375 3 3 13 19 24 748 12 784 24 0 10 34 2212 Grand Total 109 2622 39 2770 5 4 22 31 35 1369 19 1423 54 1 27 82 4306 Apprch %3.9 94.7 1.4 16.1 12.9 71 2.5 96.2 1.3 65.9 1.2 32.9 Total %2.5 60.9 0.9 64.3 0.1 0.1 0.5 0.7 0.8 31.8 0.4 33 1.3 0 0.6 1.9 Cook Street Southbound Berger Drive W Westbound Cook Street Northbound University Park Drive Eastbound 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 07:15 AM 07:15 AM 5 331 3 339 0 0 3 3 3 150 0 153 10 0 7 17 512 07:30 AM 14 373 1 388 0 0 2 2 1 184 2 187 6 0 4 10 587 07:45 AM 13 421 8 442 2 1 3 6 3 177 3 183 9 0 3 12 643 08:00 AM 15 327 3 345 1 0 2 3 3 196 5 204 6 0 3 9 561 Total Volume 47 1452 15 1514 3 1 10 14 10 707 10 727 31 0 17 48 2303 % App. Total 3.1 95.9 1 21.4 7.1 71.4 1.4 97.2 1.4 64.6 0 35.4 PHF .783 .862 .469 .856 .375 .250 .833 .583 .833 .902 .500 .891 .775 .000 .607 .706 .895 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-37 File Name : 11_PLD_Cook_Uni AM Site Code : 05122144 Start Date : 3/9/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: University Park Drive/Berger Dr W Weather: Clear Cook Street U n i v e r s i t y P a r k D r i v e B e r g e r D r i v e W Cook Street Right 15 Thru 1452 Left 47 InOut Total 748 1514 2262 Ri g h t 10 Th r u 1 Le f t 3 Ou t To t a l In 57 14 71 Left 10 Thru 707 Right 10 Out TotalIn 1472 727 2199 Le f t 31 Th r u 0 Ri g h t 17 To t a l Ou t In 26 48 74 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 08:00 AM 08:00 AM 07:00 AM +0 mins.5 331 3 339 1 0 2 3 3 196 5 204 5 1 3 9 +15 mins.14 373 1 388 0 0 3 3 5 161 1 167 10 0 7 17 +30 mins.13 421 8 442 1 1 3 5 11 198 0 209 6 0 4 10 +45 mins.15 327 3 345 1 2 5 8 5 193 6 204 9 0 3 12 Total Volume 47 1452 15 1514 3 3 13 19 24 748 12 784 30 1 17 48 % App. Total 3.1 95.9 1 15.8 15.8 68.4 3.1 95.4 1.5 62.5 2.1 35.4 PHF .783 .862 .469 .856 .750 .375 .650 .594 .545 .944 .500 .938 .750 .250 .607 .706 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-38 File Name : 11_PLD_Cook_Uni PM Site Code : 05122144 Start Date : 3/9/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: University Park Drive/Berger Dr W Weather: Clear Groups Printed- Total Volume Cook Street Southbound Berger Drive W Westbound Cook Street Northbound University Park Drive Eastbound 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 9 239 5 253 4 2 7 13 9 297 3 309 5 1 5 11 586 04:15 PM 11 237 4 252 0 0 2 2 9 284 2 295 7 0 6 13 562 04:30 PM 8 245 12 265 2 0 2 4 14 292 2 308 9 0 10 19 596 04:45 PM 4 234 13 251 1 1 5 7 6 267 0 273 15 1 9 25 556 Total 32 955 34 1021 7 3 16 26 38 1140 7 1185 36 2 30 68 2300 05:00 PM 15 268 6 289 4 1 15 20 10 341 2 353 13 2 3 18 680 05:15 PM 17 220 10 247 9 4 34 47 11 281 5 297 10 1 8 19 610 05:30 PM 17 217 6 240 2 2 8 12 6 261 5 272 9 0 5 14 538 05:45 PM 6 203 4 213 0 0 5 5 6 237 0 243 11 1 3 15 476 Total 55 908 26 989 15 7 62 84 33 1120 12 1165 43 4 19 66 2304 Grand Total 87 1863 60 2010 22 10 78 110 71 2260 19 2350 79 6 49 134 4604 Apprch %4.3 92.7 3 20 9.1 70.9 3 96.2 0.8 59 4.5 36.6 Total %1.9 40.5 1.3 43.7 0.5 0.2 1.7 2.4 1.5 49.1 0.4 51 1.7 0.1 1.1 2.9 Cook Street Southbound Berger Drive W Westbound Cook Street Northbound University Park Drive Eastbound 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 04:30 PM 04:30 PM 8 245 12 265 2 0 2 4 14 292 2 308 9 0 10 19 596 04:45 PM 4 234 13 251 1 1 5 7 6 267 0 273 15 1 9 25 556 05:00 PM 15 268 6 289 4 1 15 20 10 341 2 353 13 2 3 18 680 05:15 PM 17 220 10 247 9 4 34 47 11 281 5 297 10 1 8 19 610 Total Volume 44 967 41 1052 16 6 56 78 41 1181 9 1231 47 4 30 81 2442 % App. Total 4.2 91.9 3.9 20.5 7.7 71.8 3.3 95.9 0.7 58 4.9 37 PHF .647 .902 .788 .910 .444 .375 .412 .415 .732 .866 .450 .872 .783 .500 .750 .810 .898 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-39 File Name : 11_PLD_Cook_Uni PM Site Code : 05122144 Start Date : 3/9/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: University Park Drive/Berger Dr W Weather: Clear Cook Street U n i v e r s i t y P a r k D r i v e B e r g e r D r i v e W Cook Street Right 41 Thru 967 Left 44 InOut Total 1284 1052 2336 Ri g h t 56 Th r u 6 Le f t 16 Ou t To t a l In 57 78 13 5 Left 41 Thru 1181 Right 9 Out TotalIn 1013 1231 2244 Le f t 47 Th r u 4 Ri g h t 30 To t a l Ou t In 88 81 16 9 Peak Hour Begins at 04:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:45 PM 04:30 PM 04:30 PM +0 mins.11 237 4 252 1 1 5 7 14 292 2 308 9 0 10 19 +15 mins.8 245 12 265 4 1 15 20 6 267 0 273 15 1 9 25 +30 mins.4 234 13 251 9 4 34 47 10 341 2 353 13 2 3 18 +45 mins.15 268 6 289 2 2 8 12 11 281 5 297 10 1 8 19 Total Volume 38 984 35 1057 16 8 62 86 41 1181 9 1231 47 4 30 81 % App. Total 3.6 93.1 3.3 18.6 9.3 72.1 3.3 95.9 0.7 58 4.9 37 PHF .633 .918 .673 .914 .444 .500 .456 .457 .732 .866 .450 .872 .783 .500 .750 .810 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-40 File Name : 05_PLD_Cook_Frank AM Site Code : 05122144 Start Date : 3/9/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: Frank Sinatra Drive Weather: Clear Groups Printed- Total Volume Cook Street Southbound Frank Sinatra Drive Westbound Cook Street Northbound Frank Sinatra Drive Eastbound 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 5 173 57 235 6 41 10 57 18 90 5 113 20 20 14 54 459 07:15 AM 9 206 92 307 10 63 11 84 21 104 3 128 28 12 19 59 578 07:30 AM 9 256 103 368 19 59 7 85 24 154 24 202 37 29 36 102 757 07:45 AM 12 288 123 423 17 56 20 93 30 132 9 171 45 25 38 108 795 Total 35 923 375 1333 52 219 48 319 93 480 41 614 130 86 107 323 2589 08:00 AM 9 254 87 350 6 66 14 86 21 149 10 180 44 37 22 103 719 08:15 AM 11 237 72 320 15 52 6 73 25 135 6 166 28 24 22 74 633 08:30 AM 8 212 69 289 19 57 13 89 26 156 9 191 44 32 21 97 666 08:45 AM 4 253 71 328 8 50 12 70 33 162 8 203 42 37 46 125 726 Total 32 956 299 1287 48 225 45 318 105 602 33 740 158 130 111 399 2744 Grand Total 67 1879 674 2620 100 444 93 637 198 1082 74 1354 288 216 218 722 5333 Apprch %2.6 71.7 25.7 15.7 69.7 14.6 14.6 79.9 5.5 39.9 29.9 30.2 Total %1.3 35.2 12.6 49.1 1.9 8.3 1.7 11.9 3.7 20.3 1.4 25.4 5.4 4.1 4.1 13.5 Cook Street Southbound Frank Sinatra Drive Westbound Cook Street Northbound Frank Sinatra Drive Eastbound 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 07:30 AM 07:30 AM 9 256 103 368 19 59 7 85 24 154 24 202 37 29 36 102 757 07:45 AM 12 288 123 423 17 56 20 93 30 132 9 171 45 25 38 108 795 08:00 AM 9 254 87 350 6 66 14 86 21 149 10 180 44 37 22 103 719 08:15 AM 11 237 72 320 15 52 6 73 25 135 6 166 28 24 22 74 633 Total Volume 41 1035 385 1461 57 233 47 337 100 570 49 719 154 115 118 387 2904 % App. Total 2.8 70.8 26.4 16.9 69.1 13.9 13.9 79.3 6.8 39.8 29.7 30.5 PHF .854 .898 .783 .863 .750 .883 .588 .906 .833 .925 .510 .890 .856 .777 .776 .896 .913 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-41 File Name : 05_PLD_Cook_Frank AM Site Code : 05122144 Start Date : 3/9/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: Frank Sinatra Drive Weather: Clear Cook Street F r a n k S i n a t r a D r i v e F r a n k S i n a t r a D r i v e Cook Street Right 385 Thru 1035 Left 41 InOut Total 771 1461 2232 Ri g h t 47 Th r u 23 3 Le f t 57 Ou t To t a l In 20 5 33 7 54 2 Left 100 Thru 570 Right 49 Out TotalIn 1210 719 1929 Le f t 15 4 Th r u 11 5 Ri g h t 11 8 To t a l Ou t In 71 8 38 7 11 0 5 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:15 AM 08:00 AM 08:00 AM +0 mins.9 256 103 368 10 63 11 84 21 149 10 180 44 37 22 103 +15 mins.12 288 123 423 19 59 7 85 25 135 6 166 28 24 22 74 +30 mins.9 254 87 350 17 56 20 93 26 156 9 191 44 32 21 97 +45 mins.11 237 72 320 6 66 14 86 33 162 8 203 42 37 46 125 Total Volume 41 1035 385 1461 52 244 52 348 105 602 33 740 158 130 111 399 % App. Total 2.8 70.8 26.4 14.9 70.1 14.9 14.2 81.4 4.5 39.6 32.6 27.8 PHF .854 .898 .783 .863 .684 .924 .650 .935 .795 .929 .825 .911 .898 .878 .603 .798 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-42 File Name : 05_PLD_Cook_Frank PM Site Code : 05122144 Start Date : 3/9/2022 Page No : 1 City of Palm Desert N/S: Cook Street E/W: Frank Sinatra Drive Weather: Clear Groups Printed- Total Volume Cook Street Southbound Frank Sinatra Drive Westbound Cook Street Northbound Frank Sinatra Drive Eastbound 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 9 174 41 224 9 31 12 52 33 242 20 295 53 61 48 162 733 04:15 PM 19 190 45 254 14 41 8 63 33 220 22 275 85 71 38 194 786 04:30 PM 20 189 41 250 14 35 14 63 31 229 19 279 78 50 29 157 749 04:45 PM 21 167 54 242 5 38 6 49 22 175 16 213 86 58 33 177 681 Total 69 720 181 970 42 145 40 227 119 866 77 1062 302 240 148 690 2949 05:00 PM 15 201 43 259 9 49 11 69 33 258 17 308 83 78 36 197 833 05:15 PM 18 181 55 254 12 31 8 51 44 214 19 277 91 75 34 200 782 05:30 PM 11 179 47 237 15 40 4 59 30 226 16 272 51 44 29 124 692 05:45 PM 15 158 32 205 7 27 15 49 47 181 13 241 58 56 14 128 623 Total 59 719 177 955 43 147 38 228 154 879 65 1098 283 253 113 649 2930 Grand Total 128 1439 358 1925 85 292 78 455 273 1745 142 2160 585 493 261 1339 5879 Apprch %6.6 74.8 18.6 18.7 64.2 17.1 12.6 80.8 6.6 43.7 36.8 19.5 Total %2.2 24.5 6.1 32.7 1.4 5 1.3 7.7 4.6 29.7 2.4 36.7 10 8.4 4.4 22.8 Cook Street Southbound Frank Sinatra Drive Westbound Cook Street Northbound Frank Sinatra Drive Eastbound 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 04:15 PM 04:15 PM 19 190 45 254 14 41 8 63 33 220 22 275 85 71 38 194 786 04:30 PM 20 189 41 250 14 35 14 63 31 229 19 279 78 50 29 157 749 04:45 PM 21 167 54 242 5 38 6 49 22 175 16 213 86 58 33 177 681 05:00 PM 15 201 43 259 9 49 11 69 33 258 17 308 83 78 36 197 833 Total Volume 75 747 183 1005 42 163 39 244 119 882 74 1075 332 257 136 725 3049 % App. Total 7.5 74.3 18.2 17.2 66.8 16 11.1 82 6.9 45.8 35.4 18.8 PHF .893 .929 .847 .970 .750 .832 .696 .884 .902 .855 .841 .873 .965 .824 .895 .920 .915 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-43 File Name : 05_PLD_Cook_Frank PM Site Code : 05122144 Start Date : 3/9/2022 Page No : 2 City of Palm Desert N/S: Cook Street E/W: Frank Sinatra Drive Weather: Clear Cook Street F r a n k S i n a t r a D r i v e F r a n k S i n a t r a D r i v e Cook Street Right 183 Thru 747 Left 75 InOut Total 1253 1005 2258 Ri g h t 39 Th r u 16 3 Le f t 42 Ou t To t a l In 40 6 24 4 65 0 Left 119 Thru 882 Right 74 Out TotalIn 925 1075 2000 Le f t 33 2 Th r u 25 7 Ri g h t 13 6 To t a l Ou t In 46 5 72 5 11 9 0 Peak Hour Begins at 04:15 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 05:00 PM 04:30 PM +0 mins.19 190 45 254 14 41 8 63 33 258 17 308 78 50 29 157 +15 mins.20 189 41 250 14 35 14 63 44 214 19 277 86 58 33 177 +30 mins.21 167 54 242 5 38 6 49 30 226 16 272 83 78 36 197 +45 mins.15 201 43 259 9 49 11 69 47 181 13 241 91 75 34 200 Total Volume 75 747 183 1005 42 163 39 244 154 879 65 1098 338 261 132 731 % App. Total 7.5 74.3 18.2 17.2 66.8 16 14 80.1 5.9 46.2 35.7 18.1 PHF .893 .929 .847 .970 .750 .832 .696 .884 .819 .852 .855 .891 .929 .837 .917 .914 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-44 Page 1 City of Palm Desert Gerald Ford Drive W/ Cook Street 24 Hour Directional Volume Count PLD003 Site Code: 051-22326 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Start 27-Apr-22 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 2 102 1 118 12:15 2 149 3 132 12:30 3 115 5 119 12:45 3 104 10 470 2 145 11 514 21 984 01:00 1 132 3 100 01:15 2 143 4 139 01:30 3 120 3 132 01:45 2 125 8 520 4 148 14 519 22 1039 02:00 4 156 0 130 02:15 0 118 2 129 02:30 2 152 3 132 02:45 4 145 10 571 1 151 6 542 16 1113 03:00 3 167 1 126 03:15 3 179 1 146 03:30 3 149 4 143 03:45 4 166 13 661 9 147 15 562 28 1223 04:00 7 186 8 143 04:15 3 148 10 122 04:30 6 200 19 126 04:45 5 142 21 676 36 103 73 494 94 1170 05:00 7 181 11 106 05:15 11 179 33 147 05:30 17 148 41 112 05:45 29 134 64 642 67 113 152 478 216 1120 06:00 25 122 50 102 06:15 32 112 71 96 06:30 34 92 118 77 06:45 74 253 165 579 172 66 411 341 576 920 07:00 87 102 152 61 07:15 72 73 166 41 07:30 96 60 177 53 07:45 133 76 388 311 218 59 713 214 1101 525 08:00 102 61 168 40 08:15 87 58 120 49 08:30 114 67 162 49 08:45 118 37 421 223 154 34 604 172 1025 395 09:00 91 58 128 37 09:15 98 45 115 37 09:30 99 43 142 30 09:45 97 36 385 182 158 24 543 128 928 310 10:00 96 21 129 25 10:15 118 22 140 24 10:30 94 24 128 14 10:45 115 15 423 82 134 8 531 71 954 153 11:00 115 20 115 15 11:15 106 15 122 15 11:30 116 12 146 11 11:45 90 8 427 55 131 14 514 55 941 110 Total 2335 4972 2335 4972 3587 4090 3587 4090 5922 9062 Combined Total 7307 7307 7677 7677 14984 AM Peak - 10:45 --- 07:15 ----- Vol.- 452 --- 729 ----- P.H.F. 0.974 0.836 PM Peak -- 04:30 --- 03:15 ---- Vol.-- 702 --- 579 ---- P.H.F. 0.878 0.985 Percentag e 32.0% 68.0% 46.7% 53.3% ADT/AADT ADT 14,984 AADT 14,984 3.1-45 Page 1 City of Palm Desert College Drive E/ Technology Drive 24 Hour Directional Volume Count PLD003 Site Code: 051-22886 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Start 10/13/22 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 0 9 0 18 12:15 0 5 1 11 12:30 0 6 0 8 12:45 0 6 0 26 0 7 1 44 1 70 01:00 0 8 0 4 01:15 0 4 0 13 01:30 1 10 0 10 01:45 0 9 1 31 1 6 1 33 2 64 02:00 0 5 0 6 02:15 0 6 0 14 02:30 0 3 0 15 02:45 0 12 0 26 0 14 0 49 0 75 03:00 1 5 0 7 03:15 0 6 0 8 03:30 0 5 0 8 03:45 0 12 1 28 0 10 0 33 1 61 04:00 0 13 0 12 04:15 1 5 1 15 04:30 0 15 1 14 04:45 0 6 1 39 0 12 2 53 3 92 05:00 1 3 0 18 05:15 1 6 2 7 05:30 1 4 1 11 05:45 2 20 5 33 1 8 4 44 9 77 06:00 3 2 1 7 06:15 1 7 7 7 06:30 5 13 2 11 06:45 4 8 13 30 3 5 13 30 26 60 07:00 2 1 6 9 07:15 1 8 1 7 07:30 4 3 4 5 07:45 12 5 19 17 13 5 24 26 43 43 08:00 14 6 11 1 08:15 3 4 4 2 08:30 5 0 9 1 08:45 9 2 31 12 6 0 30 4 61 16 09:00 4 1 10 4 09:15 4 3 8 1 09:30 6 1 8 2 09:45 7 1 21 6 13 1 39 8 60 14 10:00 10 0 10 3 10:15 16 0 15 2 10:30 5 0 3 1 10:45 2 2 33 2 7 0 35 6 68 8 11:00 7 2 5 2 11:15 8 1 7 0 11:30 7 0 14 0 11:45 7 0 29 3 15 0 41 2 70 5 Total 154 253 154 253 190 332 190 332 344 585 Combined Total 407 407 522 522 929 AM Peak - 09:30 --- 09:30 ----- Vol.- 39 --- 46 ----- P.H.F. 0.609 0.767 PM Peak -- 03:45 --- 04:15 ---- Vol.-- 45 --- 59 ---- P.H.F. 0.750 0.819 Percentag e 37.8% 62.2% 36.4% 63.6% ADT/AADT ADT 929 AADT 929 3.1-46 Page 1 City of Palm Desert Cook Street N/ Gerald Ford Drive 24 Hour Directional Volume Count PLD001 Site Code: 051-22886 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Start 10/13/22 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 12 237 15 221 12:15 19 230 20 197 12:30 27 232 13 223 12:45 10 213 68 912 12 268 60 909 128 1821 01:00 12 206 9 223 01:15 9 241 6 268 01:30 8 228 12 257 01:45 7 286 36 961 6 244 33 992 69 1953 02:00 6 249 8 235 02:15 3 281 6 253 02:30 10 307 14 259 02:45 11 360 30 1197 7 354 35 1101 65 2298 03:00 7 380 10 267 03:15 9 388 14 270 03:30 16 372 15 298 03:45 9 465 41 1605 34 271 73 1106 114 2711 04:00 21 411 19 259 04:15 17 392 44 299 04:30 44 412 74 244 04:45 35 407 117 1622 107 268 244 1070 361 2692 05:00 24 425 91 261 05:15 46 466 126 271 05:30 62 321 161 210 05:45 67 260 199 1472 244 238 622 980 821 2452 06:00 95 254 216 168 06:15 96 230 259 187 06:30 135 247 345 177 06:45 145 190 471 921 507 149 1327 681 1798 1602 07:00 161 183 372 141 07:15 161 140 466 120 07:30 243 108 540 98 07:45 237 136 802 567 641 138 2019 497 2821 1064 08:00 207 113 557 94 08:15 190 93 390 100 08:30 210 95 429 97 08:45 200 91 807 392 408 106 1784 397 2591 789 09:00 201 66 272 100 09:15 193 79 250 86 09:30 192 78 285 86 09:45 205 71 791 294 303 70 1110 342 1901 636 10:00 182 59 227 81 10:15 240 54 240 70 10:30 226 29 241 57 10:45 178 45 826 187 256 49 964 257 1790 444 11:00 227 37 226 39 11:15 212 28 232 26 11:30 225 29 239 30 11:45 226 17 890 111 217 23 914 118 1804 229 Total 5078 10241 5078 10241 9185 8450 9185 8450 14263 18691 Combined Total 15319 15319 17635 17635 32954 AM Peak - 11:00 --- 07:15 ----- Vol.- 890 --- 2204 ----- P.H.F. 0.927 0.860 PM Peak -- 04:30 --- 02:45 ---- Vol.-- 1710 --- 1189 ---- P.H.F. 0.917 0.840 Percentag e 33.1% 66.9% 52.1% 47.9% ADT/AADT ADT 32,954 AADT 32,954 3.1-47 Page 1 City of Palm Desert Technology Drive S/ Gerald Ford Drive 24 Hour Directional Volume Count PLD002 Site Code: 051-22886 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Start 10/13/22 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 0 36 0 12 12:15 0 27 0 13 12:30 0 16 0 16 12:45 0 17 0 96 0 9 0 50 0 146 01:00 1 12 0 12 01:15 0 26 0 9 01:30 1 19 0 13 01:45 1 23 3 80 0 15 0 49 3 129 02:00 0 14 0 8 02:15 0 21 0 13 02:30 0 26 0 6 02:45 0 27 0 88 0 12 0 39 0 127 03:00 0 35 1 14 03:15 1 18 0 5 03:30 0 22 0 11 03:45 1 20 2 95 0 18 1 48 3 143 04:00 0 20 0 9 04:15 1 32 0 7 04:30 2 30 0 13 04:45 1 27 4 109 0 9 0 38 4 147 05:00 1 32 0 7 05:15 1 19 0 9 05:30 0 14 3 7 05:45 6 17 8 82 4 9 7 32 15 114 06:00 4 14 8 4 06:15 9 15 8 8 06:30 2 16 11 9 06:45 3 11 18 56 16 5 43 26 61 82 07:00 9 15 7 2 07:15 4 13 6 7 07:30 11 15 8 1 07:45 13 8 37 51 20 4 41 14 78 65 08:00 14 7 16 5 08:15 12 7 10 2 08:30 8 3 8 3 08:45 15 2 49 19 11 1 45 11 94 30 09:00 17 3 7 3 09:15 20 3 10 3 09:30 10 2 10 1 09:45 33 7 80 15 14 2 41 9 121 24 10:00 14 2 17 0 10:15 23 2 15 1 10:30 11 4 10 0 10:45 14 1 62 9 12 3 54 4 116 13 11:00 22 3 8 0 11:15 20 2 13 1 11:30 25 0 12 1 11:45 29 0 96 5 13 0 46 2 142 7 Total 359 705 359 705 278 322 278 322 637 1027 Combined Total 1064 1064 600 600 1664 AM Peak - 11:00 --- 09:30 ----- Vol.- 96 --- 56 ----- P.H.F. 0.828 0.700 PM Peak -- 04:15 --- 12:00 ---- Vol.-- 121 --- 50 ---- P.H.F. 0.864 0.781 Percentag e 33.7% 66.3% 46.3% 53.7% ADT/AADT ADT 1,664 AADT 1,664 3.1-48 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx APPENDIX 3.2: EXISTING (2022) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS University Park Medical Center Traffic Analysis 14855-03 TA Report.docx This Page Intentionally Left Blank Lanes, Volumes, Timings Existing (2022) AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 303 27 14 609 42 16 22 19 60 17 32 Future Volume (vph)31 303 27 14 609 42 16 22 19 60 17 32 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)37 365 33 17 734 51 19 27 23 72 20 39 Shared Lane Traffic (%) Lane Group Flow (vph) 37 365 33 17 734 51 19 27 23 72 59 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.0 27.0 27.0 10.0 26.0 26.0 23.0 23.0 23.0 23.0 23.0 Total Split (%)18.3% 45.0% 45.0% 16.7% 43.3% 43.3% 38.3% 38.3% 38.3% 38.3% 38.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 3.2-1 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 303 27 14 609 42 16 22 19 60 17 32 Future Volume (veh/h) 31 303 27 14 609 42 16 22 19 60 17 32 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 37 365 33 17 734 51 19 27 23 72 20 39 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 68 2278 703 37 2187 675 499 577 486 522 174 340 Arrive On Green 0.04 0.45 0.45 0.03 0.57 0.57 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 5106 1576 1781 5106 1576 1338 1870 1577 1349 565 1101 Grp Volume(v), veh/h 37 365 33 17 734 51 19 27 23 72 0 59 Grp Sat Flow(s),veh/h/ln 1781 1702 1576 1781 1702 1576 1338 1870 1577 1349 0 1666 Q Serve(g_s), s 1.2 2.6 0.7 0.6 4.6 0.9 0.6 0.6 0.6 2.4 0.0 1.5 Cycle Q Clear(g_c), s 1.2 2.6 0.7 0.6 4.6 0.9 2.1 0.6 0.6 3.0 0.0 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.66 Lane Grp Cap(c), veh/h 68 2278 703 37 2187 675 499 577 486 522 0 514 V/C Ratio(X) 0.54 0.16 0.05 0.46 0.34 0.08 0.04 0.05 0.05 0.14 0.00 0.11 Avail Cap(c_a), veh/h 193 2278 703 163 2187 675 499 577 486 522 0 514 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.3 9.9 9.4 28.9 8.4 7.6 15.6 14.6 14.6 15.6 0.0 14.9 Incr Delay (d2), s/veh 6.5 0.2 0.1 7.7 0.4 0.2 0.1 0.2 0.2 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 0.6 0.8 0.2 0.3 1.4 0.3 0.2 0.3 0.2 0.7 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.8 10.1 9.5 36.5 8.7 7.8 15.8 14.7 14.7 16.2 0.0 15.3 LnGrp LOS C B A D AABBBBAB Approach Vol, veh/h 435 802 69 131 Approach Delay, s/veh 12.1 9.3 15.0 15.8 Approach LOS BABB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.7 31.3 23.0 6.8 30.2 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 22.5 18.5 6.5 21.5 18.5 Max Q Clear Time (g_c+I1), s 2.6 4.6 5.0 3.2 6.6 4.1 Green Ext Time (p_c), s 0.0 2.2 0.4 0.0 4.3 0.1 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B 3.2-2 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 2: Technology Dr. & The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)2 21 36 4 20 38 Future Volume (vph)2 21 36 4 20 38 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 175 55 Storage Lanes 1 0 1 1 Taper Length (ft)90 60 Link Speed (mph)30 35 35 Link Distance (ft)313 338 343 Travel Time (s)7.1 6.6 6.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)3 27 46 5 25 48 Shared Lane Traffic (%) Lane Group Flow (vph) 30 0 46 5 25 48 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-3 HCM 6th TWSC Existing (2022) AM Peak Hour 2: Technology Dr. & The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 2.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 21 36 4 20 38 Future Vol, veh/h 2 21 36 4 20 38 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 175 55 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 22222 Mvmt Flow 3 27 46 5 25 48 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 144 46 0 0 51 0 Stage 1 46 ----- Stage 2 98 ----- 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 849 1023 - - 1555 - Stage 1 976 ----- Stage 2 926 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 835 1023 - - 1555 - Mov Cap-2 Maneuver 835 ----- Stage 1 976 ----- Stage 2 911 ----- Approach WB NB SB HCM Control Delay, s 8.7 0 2.5 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 1003 1555 - HCM Lane V/C Ratio - - 0.029 0.016 - HCM Control Delay (s) - - 8.7 7.4 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.1 0.1 - 3.2-4 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)16 17 8 24 19 21 Future Volume (vph)16 17 8 24 19 21 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)803 445 338 Travel Time (s)13.7 7.6 6.6 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 Adj. Flow (vph)22 23 11 33 26 29 Shared Lane Traffic (%) Lane Group Flow (vph) 0 45 44 0 55 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 3.2-5 HCM 6th Roundabout Existing (2022) AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.0 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 45 44 55 Demand Flow Rate, veh/h 45 45 57 Vehicles Circulating, veh/h 27 22 11 Vehicles Exiting, veh/h 41 50 56 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.0 3.0 3.1 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 45 45 57 Cap Entry Lane, veh/h 1342 1349 1364 Entry HV Adj Factor 0.990 0.973 0.965 Flow Entry, veh/h 45 44 55 Cap Entry, veh/h 1329 1313 1317 V/C Ratio 0.034 0.033 0.042 Control Delay, s/veh 3.0 3.0 3.1 LOS A A A 95th %tile Queue, veh 0 0 0 3.2-6 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 4: University Dr. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)30 8 4 25 14 3 Future Volume (vph)30 8 4 25 14 3 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)120 130 100 0 Storage Lanes 1 1 1 1 Taper Length (ft)65 60 Link Speed (mph)40 40 35 Link Distance (ft)755 803 448 Travel Time (s)12.9 13.7 8.7 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Adj. Flow (vph)39 11 5 33 18 4 Shared Lane Traffic (%) Lane Group Flow (vph) 39 11 5 33 18 4 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-7 HCM 6th TWSC Existing (2022) AM Peak Hour 4: University Dr. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 30 8 4 25 14 3 Future Vol, veh/h 30 8 4 25 14 3 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 120 130 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 76 76 76 76 76 76 Heavy Vehicles, % 2 22222 Mvmt Flow 39 11 5 33 18 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 50 0 82 39 Stage 1 - - - - 39 - Stage 2 - - - - 43 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1557 - 920 1033 Stage 1 - - - - 983 - Stage 2 - - - - 979 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1557 - 917 1033 Mov Cap-2 Maneuver - - - - 917 - Stage 1 - - - - 983 - Stage 2 - - - - 976 - Approach EB WB NB HCM Control Delay, s 0 1 8.9 HCM LOS A Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)917 1033 - - 1557 - HCM Lane V/C Ratio 0.02 0.004 - - 0.003 - HCM Control Delay (s) 9 8.5 - - 7.3 - HCM Lane LOS A A - - A - HCM 95th %tile Q(veh) 0.1 0 - - 0 - 3.2-8 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)10 33 36 3 5 22 Future Volume (vph)10 33 36 3 5 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)711 644 595 Travel Time (s)12.1 11.0 11.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)11 35 38 3 5 23 Shared Lane Traffic (%) Lane Group Flow (vph) 0 46 41 0 28 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 3.2-9 HCM 6th Roundabout Existing (2022) AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 2.9 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 46 41 28 Demand Flow Rate, veh/h 47 42 28 Vehicles Circulating, veh/h 5 11 39 Vehicles Exiting, veh/h 62 41 14 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 2.9 2.9 2.9 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 47 42 28 Cap Entry Lane, veh/h 1373 1364 1326 Entry HV Adj Factor 0.985 0.982 1.000 Flow Entry, veh/h 46 41 28 Cap Entry, veh/h 1352 1340 1326 V/C Ratio 0.034 0.031 0.021 Control Delay, s/veh 2.9 2.9 2.9 LOS A A A 95th %tile Queue, veh 0 0 0 3.2-10 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 3 2 11 19 7 1 29 21 12 9 1 Future Volume (vph)1 3 2 11 19 7 1 29 21 12 9 1 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)35 35 40 40 Link Distance (ft)974 473 829 921 Travel Time (s)19.0 9.2 14.1 15.7 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Adj. Flow (vph)1 4 3 16 28 10 1 43 31 18 13 1 Shared Lane Traffic (%) Lane Group Flow (vph)080054007500320 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 3.2-11 HCM 6th Roundabout Existing (2022) AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 8 54 75 32 Demand Flow Rate, veh/h 8 55 77 32 Vehicles Circulating, veh/h 47 46 23 46 Vehicles Exiting, veh/h 31 54 32 55 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 2.8 3.1 3.2 2.9 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 8 55 77 32 Cap Entry Lane, veh/h 1315 1317 1348 1317 Entry HV Adj Factor 0.990 0.990 0.976 0.992 Flow Entry, veh/h 8 54 75 32 Cap Entry, veh/h 1302 1303 1315 1306 V/C Ratio 0.006 0.042 0.057 0.024 Control Delay, s/veh 2.8 3.1 3.2 2.9 LOS AAAA 95th %tile Queue, veh 0000 3.2-12 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1158 0 131 0 344 292 0 403 59 Future Volume (vph)0 0 0 1158 0 131 0 344 292 0 403 59 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 10.9 9.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)0 0 0 1466 0 166 0 435 370 0 510 75 Shared Lane Traffic (%) Lane Group Flow (vph)00001466 166 0 435 370 0 585 0 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 25.0 25.0 Total Split (s)95.0 95.0 95.0 25.0 25.0 Total Split (%)79.2% 79.2% 79.2% 20.8%20.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 3.2-13 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 1158 0 131 0 344 292 0 403 59 Future Volume (veh/h) 0 0 0 1158 0 131 0 344 292 0 403 59 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1466 0 166 0 435 0 0 510 75 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222022022 Cap, veh/h 1343 0 1195 0 607 0 770 111 Arrive On Green 0.75 0.00 0.75 0.00 0.34 0.00 0.00 0.17 0.17 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4674 651 Grp Volume(v), veh/h 1466 0 166 0 435 0 0 383 202 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1753 Q Serve(g_s), s 90.5 0.0 3.5 0.0 12.8 0.0 0.0 12.6 12.9 Cycle Q Clear(g_c), s 90.5 0.0 3.5 0.0 12.8 0.0 0.0 12.6 12.9 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.37 Lane Grp Cap(c), veh/h 1343 0 1195 0 607 0 582 299 V/C Ratio(X)1.09 0.00 0.14 0.00 0.72 0.00 0.66 0.67 Avail Cap(c_a), veh/h 1343 0 1195 0 607 0 582 299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.87 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 14.8 0.0 4.1 0.0 37.0 0.0 0.0 46.5 46.6 Incr Delay (d2), s/veh 53.4 0.0 0.1 0.0 6.2 0.0 0.0 5.8 11.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 48.9 0.0 1.0 0.0 5.2 0.0 0.0 5.8 6.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.1 0.0 4.1 0.0 43.2 0.0 0.0 52.2 58.1 LnGrp LOS F A A A D A D E Approach Vol, veh/h 1632 435 585 Approach Delay, s/veh 61.6 43.2 54.3 Approach LOS E D D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 25.0 25.0 95.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 20.5 90.5 Max Q Clear Time (g_c+I1), s 14.8 14.9 92.5 Green Ext Time (p_c), s 1.3 1.7 0.0 Intersection Summary HCM 6th Ctrl Delay 57.0 HCM 6th LOS E Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 3.2-14 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 112 1 718 0000524324851476 0 Future Volume (vph) 112 1 718 0000524324851476 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 14.8 10.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)132 1 845 00006163811001736 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 132 424 422 000099701001736 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)26.0 26.0 26.0 23.2 10.8 34.0 Total Split (%)43.3% 43.3% 43.3%38.7% 18.0% 56.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 3.2-15 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 1 718 0000524324851476 0 Future Volume (veh/h) 112 1 718 0000524324851476 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 132 0 846 0 616 381 100 1736 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 560 0 996 0 1323 616 128 2736 0 Arrive On Green 0.31 0.00 0.31 0.00 0.39 0.39 0.07 0.54 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 132 0 846 0 616 381 100 1736 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 3.3 0.0 15.0 0.0 8.1 11.6 3.3 14.3 0.0 Cycle Q Clear(g_c), s 3.3 0.0 15.0 0.0 8.1 11.6 3.3 14.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 560 0 996 0 1323 616 128 2736 0 V/C Ratio(X)0.24 0.00 0.85 0.00 0.47 0.62 0.78 0.63 0.00 Avail Cap(c_a), veh/h 638 0 1136 0 1323 616 187 2736 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.68 0.68 0.00 Uniform Delay (d), s/veh 15.2 0.0 19.2 0.0 13.7 14.8 27.4 9.8 0.0 Incr Delay (d2), s/veh 0.2 0.0 5.6 0.0 1.2 4.6 8.4 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 5.7 0.0 2.9 4.3 1.6 4.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.5 0.0 24.9 0.0 14.9 19.4 35.8 10.6 0.0 LnGrp LOS B A C A B B D B A Approach Vol, veh/h 978 997 1836 Approach Delay, s/veh 23.6 16.6 11.9 Approach LOS C B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 8.8 27.8 23.3 36.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.3 18.7 21.5 29.5 Max Q Clear Time (g_c+I1), s 5.3 13.6 17.0 16.3 Green Ext Time (p_c), s 0.0 2.8 1.9 9.3 Intersection Summary HCM 6th Ctrl Delay 16.2 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 3.2-16 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 226 99 93 29 222 114 115 495 28 166 1298 346 Future Volume (vph) 226 99 93 29 222 114 115 495 28 166 1298 346 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)269 118 111 35 264 136 137 589 33 198 1545 412 Shared Lane Traffic (%) Lane Group Flow (vph) 269 118 111 35 264 136 137 589 33 198 1545 412 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)22.0 36.0 10.0 24.0 24.0 15.0 55.0 55.0 19.0 59.0 59.0 Total Split (%)18.3% 30.0% 8.3% 20.0% 20.0% 12.5% 45.8% 45.8% 15.8% 49.2% 49.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 3.2-17 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 226 99 93 29 222 114 115 495 28 166 1298 346 Future Volume (veh/h) 226 99 93 29 222 114 115 495 28 166 1298 346 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 269 118 0 35 264 136 137 589 33 198 1545 412 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %222222222222 Cap, veh/h 335 656 99 413 182 194 2868 888 260 2966 918 Arrive On Green 0.10 0.18 0.00 0.03 0.12 0.12 0.06 0.56 0.56 0.08 0.58 0.58 Sat Flow, veh/h 3456 3554 1585 3456 3554 1565 3456 5106 1581 3456 5106 1581 Grp Volume(v), veh/h 269 118 0 35 264 136 137 589 33 198 1545 412 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1565 1728 1702 1581 1728 1702 1581 Q Serve(g_s), s 9.1 3.4 0.0 1.2 8.5 10.1 4.7 6.9 1.1 6.7 21.8 17.7 Cycle Q Clear(g_c), s 9.1 3.4 0.0 1.2 8.5 10.1 4.7 6.9 1.1 6.7 21.8 17.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 335 656 99 413 182 194 2868 888 260 2966 918 V/C Ratio(X)0.80 0.18 0.35 0.64 0.75 0.71 0.21 0.04 0.76 0.52 0.45 Avail Cap(c_a), veh/h 504 933 158 577 254 302 2868 888 418 2966 918 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.1 41.3 0.0 57.2 50.6 51.3 55.7 13.0 11.8 54.4 15.1 14.3 Incr Delay (d2), s/veh 5.6 0.1 0.0 2.1 1.6 7.4 4.7 0.2 0.1 4.6 0.7 1.6 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 4.2 1.5 0.0 0.5 3.8 4.2 2.1 2.4 0.4 3.0 7.5 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.7 41.4 0.0 59.3 52.3 58.7 60.4 13.2 11.8 59.1 15.8 15.8 LnGrp LOS E D E D EEBBEBB Approach Vol, veh/h 387 435 759 2155 Approach Delay, s/veh 53.4 54.8 21.6 19.8 Approach LOS D D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.5 71.9 7.9 26.6 11.2 74.2 16.1 18.5 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 14.5 50.5 5.5 31.5 10.5 54.5 17.5 19.5 Max Q Clear Time (g_c+I1), s 8.7 8.9 3.2 5.4 6.7 23.8 11.1 12.1 Green Ext Time (p_c), s 0.3 3.9 0.0 0.6 0.1 14.6 0.5 1.1 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 3.2-18 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 1 17 3 2 10 10 707 10 47 1452 25 Future Volume (vph)31 1 17 3 2 10 10 707 10 47 1452 25 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)35 35 55 55 Link Distance (ft)473 452 1623 476 Travel Time (s)9.2 8.8 20.1 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)34 1 19 3 2 11 11 786 11 52 1613 28 Shared Lane Traffic (%) Lane Group Flow (vph) 34 1 19 3 2 11 11 786 11 52 1613 28 Turn Type Prot NA Perm Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 3.2-19 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 1 17 3 2 10 10 707 10 47 1452 25 Future Volume (veh/h) 31 1 17 3 2 10 10 707 10 47 1452 25 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 1 19 3 2 0 11 786 0 52 1613 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 64 102 87 7 42 25 3113 167 3288 1021 Arrive On Green 0.04 0.05 0.05 0.00 0.02 0.00 0.03 1.00 0.00 0.05 0.64 0.64 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 34 1 19 3 2 0 11 786 0 52 1613 28 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 1.1 0.0 0.7 0.1 0.1 0.0 0.4 0.0 0.0 0.9 9.9 0.4 Cycle Q Clear(g_c), s 1.1 0.0 0.7 0.1 0.1 0.0 0.4 0.0 0.0 0.9 9.9 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 64 102 87 7 42 25 3113 167 3288 1021 V/C Ratio(X)0.53 0.01 0.22 0.41 0.05 0.44 0.25 0.31 0.49 0.03 Avail Cap(c_a), veh/h 148 499 423 148 499 148 3113 288 3288 1021 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.92 0.92 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 26.8 27.1 29.8 28.7 0.0 28.9 0.0 0.0 27.6 5.6 3.9 Incr Delay (d2), s/veh 6.6 0.0 1.3 33.7 0.5 0.0 10.9 0.2 0.0 1.1 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.3 0.1 0.0 0.0 0.2 0.1 0.0 0.3 1.7 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.0 26.9 28.4 63.5 29.1 0.0 39.9 0.2 0.0 28.6 6.1 3.9 LnGrp LOS D C C E C D A C A A Approach Vol, veh/h 54 5 797 1693 Approach Delay, s/veh 32.5 49.8 0.7 6.7 Approach LOS C D A A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.4 40.6 4.7 7.3 5.3 42.6 6.7 5.4 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.9 2.0 2.1 2.7 2.4 11.9 3.1 2.1 Green Ext Time (p_c), s 0.0 4.1 0.0 0.0 0.0 3.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 5.5 HCM 6th LOS A Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 3.2-20 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 154 115 118 57 233 47 100 570 49 41 1035 385 Future Volume (vph) 154 115 118 57 233 47 100 570 49 41 1035 385 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1477 944 330 1623 Travel Time (s)20.1 12.9 4.1 20.1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)169 126 130 63 256 52 110 626 54 45 1137 423 Shared Lane Traffic (%) Lane Group Flow (vph) 169 126 130 63 256 52 110 680 0 45 1137 423 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 5.0 5.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (%)15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0.5 (1%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 3.2-21 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 115 118 57 233 47 100 570 49 41 1035 385 Future Volume (veh/h) 154 115 118 57 233 47 100 570 49 41 1035 385 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 169 126 130 63 256 52 110 626 54 45 1137 423 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 271 512 228 187 426 190 242 1571 135 152 2290 711 Arrive On Green 0.08 0.14 0.14 0.05 0.12 0.12 0.07 0.47 0.47 0.09 0.90 0.90 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3311 285 3456 5106 1585 Grp Volume(v), veh/h 169 126 130 63 256 52 110 336 344 45 1137 423 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1819 1728 1702 1585 Q Serve(g_s), s 2.8 1.9 4.6 1.1 4.1 1.8 1.8 7.3 7.4 0.7 2.5 3.5 Cycle Q Clear(g_c), s 2.8 1.9 4.6 1.1 4.1 1.8 1.8 7.3 7.4 0.7 2.5 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00 Lane Grp Cap(c), veh/h 271 512 228 187 426 190 242 843 863 152 2290 711 V/C Ratio(X) 0.62 0.25 0.57 0.34 0.60 0.27 0.45 0.40 0.40 0.30 0.50 0.59 Avail Cap(c_a), veh/h 288 977 436 288 977 436 288 843 863 288 2290 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 26.8 22.8 23.9 27.3 25.0 24.0 26.8 10.2 10.2 26.5 1.8 1.9 Incr Delay (d2), s/veh 3.8 0.2 2.2 1.1 1.4 0.8 1.3 1.4 1.4 1.0 0.7 3.4 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 1.2 0.7 1.6 0.4 1.6 0.6 0.7 2.3 2.3 0.3 0.5 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.6 23.0 26.2 28.4 26.4 24.8 28.1 11.6 11.6 27.5 2.5 5.2 LnGrp LOS CCCCCCCBBCAA Approach Vol, veh/h 425 371 790 1605 Approach Delay, s/veh 27.0 26.5 13.9 4.0 Approach LOS C C B A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 32.5 7.8 12.6 8.7 30.9 9.2 11.2 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.5 5.0 16.5 5.0 16.5 5.0 16.5 Max Q Clear Time (g_c+I1), s 2.7 9.4 3.1 6.6 3.8 5.5 4.8 6.1 Green Ext Time (p_c), s 0.0 2.1 0.0 0.7 0.0 6.1 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 12.1 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 3.2-22 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 510 15 10 405 37 58 18 45 69 15 46 Future Volume (vph)37 510 15 10 405 37 58 18 45 69 15 46 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)41 560 16 11 445 41 64 20 49 76 16 51 Shared Lane Traffic (%) Lane Group Flow (vph) 41 560 16 11 445 41 64 20 49 76 67 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.0 27.0 27.0 10.0 26.0 26.0 23.0 23.0 23.0 23.0 23.0 Total Split (%)18.3% 45.0% 45.0% 16.7% 43.3% 43.3% 38.3% 38.3% 38.3% 38.3% 38.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 3.2-23 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 510 15 10 405 37 58 18 45 69 15 46 Future Volume (veh/h) 37 510 15 10 405 37 58 18 45 69 15 46 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 560 16 11 445 41 64 20 49 76 16 51 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 73 2312 714 25 2172 670 490 577 486 519 121 385 Arrive On Green 0.04 0.45 0.45 0.01 0.43 0.43 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 5106 1576 1781 5106 1576 1329 1870 1577 1326 391 1247 Grp Volume(v), veh/h 41 560 16 11 445 41 64 20 49 76 0 67 Grp Sat Flow(s),veh/h/ln 1781 1702 1576 1781 1702 1576 1329 1870 1577 1326 0 1639 Q Serve(g_s), s 1.4 4.0 0.3 0.4 3.3 0.9 2.2 0.4 1.3 2.6 0.0 1.8 Cycle Q Clear(g_c), s 1.4 4.0 0.3 0.4 3.3 0.9 4.0 0.4 1.3 3.0 0.0 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.76 Lane Grp Cap(c), veh/h 73 2312 714 25 2172 670 490 577 486 519 0 505 V/C Ratio(X) 0.56 0.24 0.02 0.44 0.20 0.06 0.13 0.03 0.10 0.15 0.00 0.13 Avail Cap(c_a), veh/h 193 2312 714 163 2172 670 490 577 486 519 0 505 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 0.92 0.92 0.92 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.2 10.1 9.1 29.3 10.9 10.2 16.4 14.5 14.8 15.6 0.0 15.0 Incr Delay (d2), s/veh 6.5 0.2 0.1 10.9 0.2 0.2 0.5 0.1 0.4 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 0.7 1.3 0.1 0.2 1.0 0.3 0.7 0.2 0.5 0.8 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.7 10.3 9.1 40.3 11.0 10.3 16.9 14.6 15.2 16.1 0.0 15.5 LnGrp LOS C B A D BBBBBBAB Approach Vol, veh/h 617 497 133 143 Approach Delay, s/veh 11.9 11.6 16.0 15.8 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.3 31.7 23.0 7.0 30.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 22.5 18.5 6.5 21.5 18.5 Max Q Clear Time (g_c+I1), s 2.4 6.0 5.0 3.4 5.3 6.0 Green Ext Time (p_c), s 0.0 3.3 0.4 0.0 2.6 0.3 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B 3.2-24 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 2: Technology Dr. & The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 52 69 10 14 26 Future Volume (vph)5 52 69 10 14 26 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 175 55 Storage Lanes 1 0 1 1 Taper Length (ft)90 60 Link Speed (mph)30 30 30 Link Distance (ft)313 338 343 Travel Time (s)7.1 7.7 7.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)5 55 73 11 15 28 Shared Lane Traffic (%) Lane Group Flow (vph) 60 0 73 11 15 28 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-25 HCM 6th TWSC Existing (2022) PM Peak Hour 2: Technology Dr. & The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 52 69 10 14 26 Future Vol, veh/h 5 52 69 10 14 26 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 175 55 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 5 55 73 11 15 28 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 131 73 0 0 84 0 Stage 1 73 ----- Stage 2 58 ----- 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 863 989 - - 1513 - Stage 1 950 ----- Stage 2 965 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 854 989 - - 1513 - Mov Cap-2 Maneuver 854 ----- Stage 1 950 ----- Stage 2 955 ----- Approach WB NB SB HCM Control Delay, s 8.9 0 2.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 975 1513 - HCM Lane V/C Ratio - - 0.062 0.01 - HCM Control Delay (s) - - 8.9 7.4 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.2 0 - 3.2-26 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)29 23 9 50 16 15 Future Volume (vph)29 23 9 50 16 15 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)803 445 338 Travel Time (s)18.3 10.1 7.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)32 26 10 56 18 17 Shared Lane Traffic (%) Lane Group Flow (vph) 0 58 66 0 35 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 3.2-27 HCM 6th Roundabout Existing (2022) PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.1 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 58 66 35 Demand Flow Rate, veh/h 60 67 35 Vehicles Circulating, veh/h 18 33 10 Vehicles Exiting, veh/h 27 45 90 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.1 3.1 2.8 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 60 67 35 Cap Entry Lane, veh/h 1355 1334 1366 Entry HV Adj Factor 0.975 0.982 1.000 Flow Entry, veh/h 58 66 35 Cap Entry, veh/h 1320 1310 1366 V/C Ratio 0.044 0.050 0.026 Control Delay, s/veh 3.1 3.1 2.8 LOS A A A 95th %tile Queue, veh 0 0 0 3.2-28 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 4: University Dr. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)46 7 4 20 5 6 Future Volume (vph)46 7 4 20 5 6 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)120 130 100 0 Storage Lanes 1 1 1 1 Taper Length (ft)65 60 Link Speed (mph)30 30 30 Link Distance (ft)755 803 448 Travel Time (s)17.2 18.3 10.2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)49 7 4 21 5 6 Shared Lane Traffic (%) Lane Group Flow (vph) 49 7 4 21 5 6 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-29 HCM 6th TWSC Existing (2022) PM Peak Hour 4: University Dr. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 46 7 4 20 5 6 Future Vol, veh/h 46 7 4 20 5 6 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 120 130 - 100 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 49 7 4 21 5 6 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 56 0 78 49 Stage 1 - - - - 49 - Stage 2 - - - - 29 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1549 - 925 1020 Stage 1 - - - - 973 - Stage 2 - - - - 994 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1549 - 922 1020 Mov Cap-2 Maneuver - - - - 922 - Stage 1 - - - - 973 - Stage 2 - - - - 991 - Approach EB WB NB HCM Control Delay, s 0 1.2 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)922 1020 - - 1549 - HCM Lane V/C Ratio 0.006 0.006 - - 0.003 - HCM Control Delay (s) 8.9 8.6 - - 7.3 - HCM Lane LOS A A - - A - HCM 95th %tile Q(veh) 0 0 - - 0 - 3.2-30 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)4 44 20 5 9 9 Future Volume (vph)4 44 20 5 9 9 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)711 644 595 Travel Time (s)16.2 14.6 13.5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)4 49 22 6 10 10 Shared Lane Traffic (%) Lane Group Flow (vph) 0 53 28 0 20 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 3.2-31 HCM 6th Roundabout Existing (2022) PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 2.9 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 53 28 20 Demand Flow Rate, veh/h 54 28 20 Vehicles Circulating, veh/h 10 4 22 Vehicles Exiting, veh/h 32 60 10 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.0 2.8 2.8 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 54 28 20 Cap Entry Lane, veh/h 1366 1374 1349 Entry HV Adj Factor 0.982 0.985 1.000 Flow Entry, veh/h 53 28 20 Cap Entry, veh/h 1341 1353 1349 V/C Ratio 0.040 0.020 0.015 Control Delay, s/veh 3.0 2.8 2.8 LOS A A A 95th %tile Queue, veh 0 0 0 3.2-32 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)4 6 1 21 12 55 1 18 16 27 34 2 Future Volume (vph)4 6 1 21 12 55 1 18 16 27 34 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)30 30 30 30 Link Distance (ft)974 473 829 921 Travel Time (s)22.1 10.8 18.8 20.9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)5 7 1 25 14 66 1 22 19 33 41 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 13 0 0 105 0 0 42 0 0 76 0 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 3.2-33 HCM 6th Roundabout Existing (2022) PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.3 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 13 105 42 76 Demand Flow Rate, veh/h 13 107 42 78 Vehicles Circulating, veh/h 101 28 46 40 Vehicles Exiting, veh/h 17 60 68 94 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.0 3.4 3.0 3.3 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 13 107 42 78 Cap Entry Lane, veh/h 1245 1341 1317 1325 Entry HV Adj Factor 0.989 0.979 0.990 0.977 Flow Entry, veh/h 13 105 42 76 Cap Entry, veh/h 1232 1312 1303 1294 V/C Ratio 0.010 0.080 0.032 0.059 Control Delay, s/veh 3.0 3.4 3.0 3.3 LOS AAAA 95th %tile Queue, veh 0000 3.2-34 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 408 0 68 0 342 599 0 242 68 Future Volume (vph)0 0 0 408 0 68 0 342 599 0 242 68 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 12.8 11.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 0 0 439 0 73 0 368 644 0 260 73 Shared Lane Traffic (%) Lane Group Flow (vph)000043973036864403330 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)34.0 34.0 34.0 26.0 26.0 Total Split (%)56.7% 56.7% 56.7% 43.3%43.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 3.2-35 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 408 0 68 0 342 599 0 242 68 Future Volume (veh/h) 0 0 0 408 0 68 0 342 599 0 242 68 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 439 0 73 0 368 0 0 260 73 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222022022 Cap, veh/h 542 0 483 0 1939 0 2190 583 Arrive On Green 0.30 0.00 0.30 0.00 0.91 0.00 0.00 0.55 0.55 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4182 1068 Grp Volume(v), veh/h 439 0 73 0 368 0 0 218 115 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1678 Q Serve(g_s), s 13.6 0.0 2.0 0.0 0.7 0.0 0.0 1.9 2.0 Cycle Q Clear(g_c), s 13.6 0.0 2.0 0.0 0.7 0.0 0.0 1.9 2.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.64 Lane Grp Cap(c), veh/h 542 0 483 0 1939 0 1857 916 V/C Ratio(X)0.81 0.00 0.15 0.00 0.19 0.00 0.12 0.13 Avail Cap(c_a), veh/h 876 0 779 0 1939 0 1857 916 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.84 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.3 0.0 15.2 0.0 1.2 0.0 0.0 6.6 6.6 Incr Delay (d2), s/veh 3.0 0.0 0.1 0.0 0.2 0.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 5.5 0.0 0.7 0.0 0.2 0.0 0.0 0.6 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.2 0.0 15.4 0.0 1.4 0.0 0.0 6.7 6.9 LnGrp LOS C ABAA AAA Approach Vol, veh/h 512 368 333 Approach Delay, s/veh 21.3 1.4 6.8 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 37.2 37.2 22.8 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 21.5 29.5 Max Q Clear Time (g_c+I1), s 2.7 4.0 15.6 Green Ext Time (p_c), s 2.3 1.9 2.6 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 3.2-36 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)75 1 448 0000866844745760 Future Volume (vph)75 1 448 0000866844745760 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 17.3 12.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)81 1 482 0000931908806190 Shared Lane Traffic (%)50% Lane Group Flow (vph) 81 242 241 00001839 0 80 619 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)30.0 30.0 30.0 71.0 19.0 90.0 Total Split (%)25.0% 25.0% 25.0%59.2% 15.8% 75.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 3.2-37 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 1 448 0000866844745760 Future Volume (veh/h) 75 1 448 0000866844745760 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 81 0 483 0 931 908 80 619 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 312 0 555 0 2232 1039 101 3829 0 Arrive On Green 0.18 0.00 0.18 0.00 0.66 0.66 0.11 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 81 0 483 0 931 908 80 619 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 4.7 0.0 17.8 0.0 15.6 55.4 5.2 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.0 17.8 0.0 15.6 55.4 5.2 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 312 0 555 0 2232 1039 101 3829 0 V/C Ratio(X)0.26 0.00 0.87 0.00 0.42 0.87 0.79 0.16 0.00 Avail Cap(c_a), veh/h 379 0 674 0 2232 1039 215 3829 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.8 0.0 48.2 0.0 9.8 16.7 52.5 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 10.3 0.0 0.6 10.2 12.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 7.8 0.0 5.7 21.2 2.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.2 0.0 58.5 0.0 10.4 26.8 65.2 0.1 0.0 LnGrp LOS D A E A B C E A A Approach Vol, veh/h 564 1839 699 Approach Delay, s/veh 56.3 18.5 7.5 Approach LOS E B A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.3 83.2 25.5 94.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 66.5 25.5 85.5 Max Q Clear Time (g_c+I1), s 7.2 57.4 19.8 2.0 Green Ext Time (p_c), s 0.1 7.4 1.2 5.0 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 3.2-38 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 392 212 98 58 166 150 156 945 25 154 633 160 Future Volume (vph) 392 212 98 58 166 150 156 945 25 154 633 160 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)417 226 104 62 177 160 166 1005 27 164 673 170 Shared Lane Traffic (%) Lane Group Flow (vph) 417 226 104 62 177 160 166 1005 27 164 673 170 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)31.0 45.0 12.0 26.0 26.0 18.0 46.0 46.0 17.0 45.0 45.0 Total Split (%)25.8% 37.5% 10.0% 21.7% 21.7% 15.0% 38.3% 38.3% 14.2% 37.5% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 3.2-39 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 392 212 98 58 166 150 156 945 25 154 633 160 Future Volume (veh/h) 392 212 98 58 166 150 156 945 25 154 633 160 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 417 226 0 62 177 160 166 1005 27 164 673 170 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 495 833 126 453 200 226 2628 813 223 2624 812 Arrive On Green 0.14 0.23 0.00 0.04 0.13 0.13 0.07 0.51 0.51 0.06 0.51 0.51 Sat Flow, veh/h 3456 3554 1585 3456 3554 1566 3456 5106 1580 3456 5106 1580 Grp Volume(v), veh/h 417 226 0 62 177 160 166 1005 27 164 673 170 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1566 1728 1702 1580 1728 1702 1580 Q Serve(g_s), s 14.1 6.2 0.0 2.1 5.5 11.9 5.7 14.3 1.0 5.6 8.9 7.0 Cycle Q Clear(g_c), s 14.1 6.2 0.0 2.1 5.5 11.9 5.7 14.3 1.0 5.6 8.9 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 495 833 126 453 200 226 2628 813 223 2624 812 V/C Ratio(X)0.84 0.27 0.49 0.39 0.80 0.73 0.38 0.03 0.73 0.26 0.21 Avail Cap(c_a), veh/h 763 1199 216 637 281 389 2628 813 360 2624 812 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)0.99 0.99 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.1 37.6 0.0 56.7 48.1 50.9 55.1 17.6 14.4 55.1 16.3 15.9 Incr Delay (d2), s/veh 5.2 0.2 0.0 3.0 0.6 10.6 4.6 0.4 0.1 4.7 0.2 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 6.3 2.7 0.0 0.9 2.4 5.1 2.5 5.2 0.4 2.5 3.2 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.2 37.7 0.0 59.7 48.6 61.5 59.6 18.0 14.5 59.8 16.6 16.5 LnGrp LOS E D E D EEBBEBB Approach Vol, veh/h 643 399 1198 1007 Approach Delay, s/veh 49.1 55.5 23.7 23.6 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.2 66.3 8.9 32.6 12.3 66.2 21.7 19.8 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 12.5 41.5 7.5 40.5 13.5 40.5 26.5 21.5 Max Q Clear Time (g_c+I1), s 7.6 16.3 4.1 8.2 7.7 10.9 16.1 13.9 Green Ext Time (p_c), s 0.2 6.7 0.0 1.4 0.2 4.8 1.1 0.9 Intersection Summary HCM 6th Ctrl Delay 32.6 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 3.2-40 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)47 4 30 16 6 56 41 1181 9 44 967 41 Future Volume (vph)47 4 30 16 6 56 41 1181 9 44 967 41 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)473 452 1623 476 Travel Time (s)10.8 10.3 36.9 10.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)52 4 33 18 7 62 46 1312 10 49 1074 46 Shared Lane Traffic (%) Lane Group Flow (vph) 52 4 33 18 7 62 46 1312 10 49 1074 46 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 20.5 Total Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 20.5 Total Split (%)15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 3.2-41 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 4 30 16 6 56 41 1181 9 44 967 41 Future Volume (veh/h) 47 4 30 16 6 56 41 1181 9 44 967 41 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 4 33 18 7 0 46 1312 0 49 1074 46 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 86 130 110 38 80 79 2871 161 2880 894 Arrive On Green 0.05 0.07 0.07 0.02 0.04 0.00 0.09 1.00 0.00 0.05 0.56 0.56 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 52 4 33 18 7 0 46 1312 0 49 1074 46 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 1.7 0.1 1.2 0.6 0.2 0.0 1.5 0.0 0.0 0.8 7.0 0.8 Cycle Q Clear(g_c), s 1.7 0.1 1.2 0.6 0.2 0.0 1.5 0.0 0.0 0.8 7.0 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 86 130 110 38 80 79 2871 161 2880 894 V/C Ratio(X)0.60 0.03 0.30 0.47 0.09 0.58 0.46 0.30 0.37 0.05 Avail Cap(c_a), veh/h 148 499 423 148 499 148 2871 288 2880 894 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.51 0.51 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 26.0 26.5 29.0 27.6 0.0 26.8 0.0 0.0 27.7 7.2 5.9 Incr Delay (d2), s/veh 6.7 0.1 1.5 8.6 0.5 0.0 3.4 0.3 0.0 1.1 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.1 0.5 0.3 0.1 0.0 0.7 0.1 0.0 0.3 2.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.6 26.1 28.0 37.6 28.0 0.0 30.1 0.3 0.0 28.7 7.6 6.0 LnGrp LOS CCCDC CA CAA Approach Vol, veh/h 89 25 1358 1169 Approach Delay, s/veh 31.8 34.9 1.3 8.4 Approach LOS C C A A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.3 38.2 5.8 8.7 7.2 38.3 7.4 7.1 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 16.0 5.0 16.0 5.0 16.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.8 2.0 2.6 3.2 3.5 9.0 3.7 2.2 Green Ext Time (p_c), s 0.0 7.8 0.0 0.0 0.0 4.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 5.8 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 3.2-42 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 332 257 136 42 163 39 119 882 74 75 747 183 Future Volume (vph) 332 257 136 42 163 39 119 882 74 75 747 183 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1477 944 330 1623 Travel Time (s)33.6 21.5 7.5 36.9 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 Adj. Flow (vph)361 279 148 46 177 42 129 959 80 82 812 199 Shared Lane Traffic (%) Lane Group Flow (vph) 361 279 148 46 177 42 129 1039 0 82 812 199 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)10.0 20.5 20.5 9.5 20.0 20.0 9.5 20.5 9.5 20.5 20.5 Total Split (%)16.7% 34.2% 34.2% 15.8% 33.3% 33.3% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 3.2-43 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 332 257 136 42 163 39 119 882 74 75 747 183 Future Volume (veh/h) 332 257 136 42 163 39 119 882 74 75 747 183 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 361 279 148 46 177 42 129 959 80 82 812 199 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, %222222222222 Cap, veh/h 317 522 233 154 355 158 254 1537 128 215 2305 716 Arrive On Green 0.09 0.15 0.15 0.04 0.10 0.10 0.07 0.46 0.46 0.12 0.90 0.90 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3320 277 3456 5106 1585 Grp Volume(v), veh/h 361 279 148 46 177 42 129 513 526 82 812 199 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1821 1728 1702 1585 Q Serve(g_s), s 5.5 4.4 5.3 0.8 2.8 1.5 2.2 13.1 13.1 1.3 1.4 1.0 Cycle Q Clear(g_c), s 5.5 4.4 5.3 0.8 2.8 1.5 2.2 13.1 13.1 1.3 1.4 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 317 522 233 154 355 158 254 823 843 215 2305 716 V/C Ratio(X) 1.14 0.53 0.64 0.30 0.50 0.27 0.51 0.62 0.62 0.38 0.35 0.28 Avail Cap(c_a), veh/h 317 977 436 288 948 423 288 823 843 288 2305 716 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 27.2 23.7 24.1 27.8 25.6 25.0 26.7 12.2 12.2 25.2 1.7 1.6 Incr Delay (d2), s/veh 93.9 0.9 2.9 1.1 1.1 0.9 1.6 3.6 3.5 1.1 0.4 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 6.3 1.8 2.0 0.3 1.2 0.6 0.9 5.2 5.3 0.5 0.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 121.1 24.5 26.9 28.8 26.7 25.8 28.3 15.7 15.6 26.3 2.1 2.6 LnGrp LOS F CCCCCCBBCAA Approach Vol, veh/h 788 265 1168 1093 Approach Delay, s/veh 69.2 26.9 17.1 4.0 Approach LOS E C B A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.2 31.8 7.2 12.8 8.9 31.1 10.0 10.0 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.5 5.0 16.5 5.0 16.5 5.5 16.0 Max Q Clear Time (g_c+I1), s 3.3 15.1 2.8 7.3 4.2 3.4 7.5 4.8 Green Ext Time (p_c), s 0.0 0.9 0.0 1.5 0.0 5.2 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 25.9 HCM 6th LOS C 3.2-44 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx APPENDIX 3.3: TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS University Park Medical Center Traffic Analysis 14855-03 TA Report.docx This Page Intentionally Left Blank California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Palm Desert CHK DATE Major Street:Technology Dr.Critical Approach Speed (Major) 35 mph Minor Street:E. Dwy. - The Village W. Dwy.Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =2,528 vpd Minor Street Future ADT =919 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 2,528 1 919 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 2,528 1 919 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 32% 21% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT EAP 2024 JC 10/24/22 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements F:\UXRjobs\_14600-15000\14855\Signal Warrants\14885-Daily.xlsx\EAP_02 3.3-1 California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Palm Desert CHK DATE Major Street:College Dr.Critical Approach Speed (Major) 35 mph Minor Street:S. Dwy. - University Park Dr.Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =1,551 vpd Minor Street Future ADT =510 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 1,551 1 510 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 1,551 1 510 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 19% 13% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT EAP 2024 JC 10/24/22 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements F:\UXRjobs\_14600-15000\14855\Signal Warrants\14885-Daily.xlsx\EAP_04 3.3-2 California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Palm Desert CHK DATE Major Street:Technology Dr.Critical Approach Speed (Major) 35 mph Minor Street:E. Dwy. - The Village W. Dwy.Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =5,124 vpd Minor Street Future ADT =919 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 5,124 1 919 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 5,124 1 919 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 38% 43% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT EAPC 2024 JC 10/24/22 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements F:\UXRjobs\_14600-15000\14855\Signal Warrants\14885-Daily.xlsx\EAPC_02 3.3-3 California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Palm Desert CHK DATE Major Street:College Dr.Critical Approach Speed (Major) 35 mph Minor Street:S. Dwy. - University Park Dr.Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =5,983 vpd Minor Street Future ADT =753 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 5,983 1 753 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 5,983 1 753 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 31% 50% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. XX ADT EAPC 2024 JC 10/24/22 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX F:\UXRjobs\_14600-15000\14855\Signal Warrants\14885-Daily.xlsx\EAPC_04 3.3-4 California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Palm Desert CHK DATE Major Street:Technology Dr.Critical Approach Speed (Major) 35 mph Minor Street:E. Dwy. - The Village W. Dwy.Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =5,594 vpd Minor Street Future ADT =644 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 5,594 1 644 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 5,594 1 644 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 27% 47% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT 2040NP JC 10/24/22 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements F:\UXRjobs\_14600-15000\14855\Signal Warrants\14885-Daily.xlsx\2040NP_02 3.3-5 California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Palm Desert CHK DATE Major Street:College Dr.Critical Approach Speed (Major) 35 mph Minor Street:S. Dwy. - University Park Dr.Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =6,372 vpd Minor Street Future ADT =903 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 6,372 1 903 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 6,372 1 903 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 38% 53% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT 2040NP JC 10/24/22 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements F:\UXRjobs\_14600-15000\14855\Signal Warrants\14885-Daily.xlsx\2040NP_04 3.3-6 California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Palm Desert CHK DATE Major Street:Technology Dr.Critical Approach Speed (Major) 35 mph Minor Street:E. Dwy. - The Village W. Dwy.Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =6,512 vpd Minor Street Future ADT =919 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 6,512 1 919 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 6,512 1 919 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 38% 54% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT 2040WP JC 10/24/22 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements F:\UXRjobs\_14600-15000\14855\Signal Warrants\14885-Daily.xlsx\2040WP_02 3.3-7 California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Palm Desert CHK DATE Major Street:College Dr.Critical Approach Speed (Major) 35 mph Minor Street:S. Dwy. - University Park Dr.Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =6,882 vpd Minor Street Future ADT =903 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 6,882 1 903 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 6,882 1 903 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 38% 57% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT 2040WP JC 10/24/22 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements F:\UXRjobs\_14600-15000\14855\Signal Warrants\14885-Daily.xlsx\2040WP_04 3.3-8 California MUTCD 2016 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = 2040WP AM PEAK HOUR WARRANTS Major Street Name =College Dr.Total of Both Approaches (VPH) =458 Number of Approach Lanes on Major Street =1 Minor Street Name =S. Dwy. - University Park Dr.High Volume Approach (VPH) =76 Number of Approach Lanes On Minor Street =1 Intersection ID: #4 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 45 8 76 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches F:\UXRjobs\_14600-15000\14855\Signal Warrants\06 - 2045WP\02U_AM.xls\Fig 4C-3 (Urban Peak) 3.3-9 California MUTCD 2016 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = 2040WP PM PEAK HOUR WARRANTS Major Street Name =College Dr.Total of Both Approaches (VPH) =568 Number of Approach Lanes on Major Street =1 Minor Street Name =S. Dwy. - University Park Dr.High Volume Approach (VPH) =79 Number of Approach Lanes On Minor Street =1 Intersection ID: #4 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 56 8 79 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches F:\UXRjobs\_14600-15000\14855\Signal Warrants\06 - 2045WP\02U_PM.xls\Fig 4C-3 (Urban Peak) 3.3-10 California MUTCD 2016 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = 2040WP AM PEAK HOUR WARRANTS Major Street Name =College Dr.Total of Both Approaches (VPH) =458 Number of Approach Lanes on Major Street =1 Minor Street Name =S. Dwy. - University Park Dr.High Volume Approach (VPH) =76 Number of Approach Lanes On Minor Street =1 Intersection ID: #4 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 45 8 76 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches F:\UXRjobs\_14600-15000\14855\Signal Warrants\06 - 2045WP\04U_AM.xls\Fig 4C-3 (Urban Peak) 3.3-11 California MUTCD 2016 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = 2040WP PM PEAK HOUR WARRANTS Major Street Name =College Dr.Total of Both Approaches (VPH) =568 Number of Approach Lanes on Major Street =1 Minor Street Name =S. Dwy. - University Park Dr.High Volume Approach (VPH) =79 Number of Approach Lanes On Minor Street =1 Intersection ID: #4 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 56 8 79 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches F:\UXRjobs\_14600-15000\14855\Signal Warrants\06 - 2045WP\04U_PM.xls\Fig 4C-3 (Urban Peak) 3.3-12 California MUTCD 2016 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = EXISTING (2022) AM PEAK HOUR WARRANTS Major Street Name =College Dr.Total of Both Approaches (VPH) =67 Number of Approach Lanes on Major Street =1 Minor Street Name =S. Dwy. - University Park Dr.High Volume Approach (VPH) =17 Number of Approach Lanes On Minor Street =1 Intersection ID: #4 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches F:\UXRjobs\_14600-15000\14855\Signal Warrants\01 - Existing\02U_AM.xls\Fig 4C-3 (Urban Peak) 3.3-13 California MUTCD 2016 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = EXISTING (2022) PM PEAK HOUR WARRANTS Major Street Name =College Dr.Total of Both Approaches (VPH) =77 Number of Approach Lanes on Major Street =1 Minor Street Name =S. Dwy. - University Park Dr.High Volume Approach (VPH) =11 Number of Approach Lanes On Minor Street =1 Intersection ID: #4 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches F:\UXRjobs\_14600-15000\14855\Signal Warrants\01 - Existing\02U_PM.xls\Fig 4C-3 (Urban Peak) 3.3-14 California MUTCD 2016 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = EXISTING (2022) AM PEAK HOUR WARRANTS Major Street Name =College Dr.Total of Both Approaches (VPH) =67 Number of Approach Lanes on Major Street =1 Minor Street Name =S. Dwy. - University Park Dr.High Volume Approach (VPH) =17 Number of Approach Lanes On Minor Street =1 Intersection ID: #4 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches F:\UXRjobs\_14600-15000\14855\Signal Warrants\01 - Existing\04U_AM.xls\Fig 4C-3 (Urban Peak) 3.3-15 California MUTCD 2016 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = EXISTING (2022) PM PEAK HOUR WARRANTS Major Street Name =College Dr.Total of Both Approaches (VPH) =77 Number of Approach Lanes on Major Street =1 Minor Street Name =S. Dwy. - University Park Dr.High Volume Approach (VPH) =11 Number of Approach Lanes On Minor Street =1 Intersection ID: #4 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches F:\UXRjobs\_14600-15000\14855\Signal Warrants\01 - Existing\04U_PM.xls\Fig 4C-3 (Urban Peak) 3.3-16 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx APPENDIX 5.1: EAP (2024) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS University Park Medical Center Traffic Analysis 14855-03 TA Report.docx This Page Intentionally Left Blank Lanes, Volumes, Timings EAP (2024) AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)32 354 28 170 634 44 21 23 31 62 18 33 Future Volume (vph)32 354 28 170 634 44 21 23 31 62 18 33 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)39 427 34 205 764 53 25 28 37 75 22 40 Shared Lane Traffic (%) Lane Group Flow (vph) 39 427 34 205 764 53 25 28 37 75 62 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.1 22.5 22.5 15.0 27.4 27.4 22.5 22.5 22.5 22.5 22.5 Total Split (%)16.8% 37.5% 37.5% 25.0% 45.7% 45.7% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 5.1-1 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 354 28 170 634 44 21 23 31 62 18 33 Future Volume (veh/h) 32 354 28 170 634 44 21 23 31 62 18 33 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 427 34 205 764 53 25 28 37 75 22 40 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 71 1707 526 251 2222 686 484 561 473 505 178 323 Arrive On Green 0.04 0.33 0.33 0.19 0.58 0.58 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 5106 1573 1781 5106 1576 1334 1870 1577 1331 593 1077 Grp Volume(v), veh/h 39 427 34 205 764 53 25 28 37 75 0 62 Grp Sat Flow(s),veh/h/ln 1781 1702 1573 1781 1702 1576 1334 1870 1577 1331 0 1670 Q Serve(g_s), s 1.3 3.6 0.9 6.6 4.7 0.9 0.8 0.6 1.0 2.5 0.0 1.6 Cycle Q Clear(g_c), s 1.3 3.6 0.9 6.6 4.7 0.9 2.5 0.6 1.0 3.2 0.0 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.65 Lane Grp Cap(c), veh/h 71 1707 526 251 2222 686 484 561 473 505 0 501 V/C Ratio(X) 0.55 0.25 0.06 0.82 0.34 0.08 0.05 0.05 0.08 0.15 0.00 0.12 Avail Cap(c_a), veh/h 166 1707 526 312 2222 686 484 561 473 505 0 501 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.76 0.76 0.76 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.3 14.5 13.6 23.6 8.1 7.3 16.2 14.9 15.1 16.1 0.0 15.3 Incr Delay (d2), s/veh 6.5 0.4 0.2 10.1 0.3 0.2 0.2 0.2 0.3 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 0.6 1.3 0.3 3.1 1.4 0.3 0.3 0.3 0.4 0.8 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.8 14.9 13.8 33.8 8.5 7.5 16.4 15.1 15.4 16.7 0.0 15.8 LnGrp LOS C B B C AABBBBAB Approach Vol, veh/h 500 1022 90 137 Approach Delay, s/veh 16.3 13.5 15.6 16.3 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.9 24.6 22.5 6.9 30.6 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 18.0 18.0 5.6 22.9 18.0 Max Q Clear Time (g_c+I1), s 8.6 5.6 5.2 3.3 6.7 4.5 Green Ext Time (p_c), s 0.1 2.2 0.4 0.0 4.7 0.2 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B 5.1-2 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)15 142122283842140155 Future Volume (vph)15 142122283842140155 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 150 175 55 0 Storage Lanes 0 0 0 0 1 1 1 0 Taper Length (ft)90 90 60 60 Link Speed (mph)30 30 35 35 Link Distance (ft)216 313 338 343 Travel Time (s)4.9 7.1 6.6 6.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)19 153128354852751196 Shared Lane Traffic (%) Lane Group Flow (vph) 0 25 0 0 32 0 35 48 5 27 247 0 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-3 HCM 6th TWSC EAP (2024) AM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 142122283842140155 Future Vol, veh/h 15 142122283842140155 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150-17555-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 2 22222222222 Mvmt Flow 19 153128354852751196 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 338 326 149 324 419 48 247 0 0 53 0 0 Stage 1 203 203 - 118 118 ------- Stage 2 135 123 - 206 301 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 616 592 898 629 525 1021 1319 - - 1553 - - Stage 1 799 733 - 887 798 ------- Stage 2 868 794 - 796 665 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 578 566 898 604 502 1021 1319 - - 1553 - - Mov Cap-2 Maneuver 578 566 - 604 502 ------- Stage 1 777 721 - 863 776 ------- Stage 2 821 773 - 776 654 ------- Approach EB WB NB SB HCM Control Delay, s 11 9 3.1 0.7 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1319 - - 622 931 1553 - - HCM Lane V/C Ratio 0.027 - - 0.041 0.034 0.017 - - HCM Control Delay (s) 7.8 - - 11 9 7.4 - - HCM Lane LOS A - - B A A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.1 - - 5.1-4 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)17 26 50 53 24 22 Future Volume (vph)17 26 50 53 24 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)803 445 338 Travel Time (s)13.7 7.6 6.6 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 Adj. Flow (vph)23 36 68 73 33 30 Shared Lane Traffic (%) Lane Group Flow (vph) 0 59 141 0 63 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 5.1-5 HCM 6th Roundabout EAP (2024) AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.4 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 59 141 63 Demand Flow Rate, veh/h 60 143 65 Vehicles Circulating, veh/h 34 23 69 Vehicles Exiting, veh/h 100 71 97 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.1 3.6 3.3 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 60 143 65 Cap Entry Lane, veh/h 1333 1348 1286 Entry HV Adj Factor 0.988 0.984 0.969 Flow Entry, veh/h 59 141 63 Cap Entry, veh/h 1317 1326 1247 V/C Ratio 0.045 0.106 0.051 Control Delay, s/veh 3.1 3.6 3.3 LOS A A A 95th %tile Queue, veh 0 0 0 5.1-6 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 32 8 4 26 42 15 138111 Future Volume (vph)28 32 8 4 26 42 15 138111 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 120 130 0 100 0 0 0 Storage Lanes 1 1 1 0 1 0 0 0 Taper Length (ft)60 65 60 90 Link Speed (mph)40 40 35 30 Link Distance (ft)755 803 448 197 Travel Time (s)12.9 13.7 8.7 4.5 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Adj. Flow (vph)37 42 11 5 34 55 20 1 4 11 1 14 Shared Lane Traffic (%) Lane Group Flow (vph) 37 42 11 5 89 0 20 5 0 0 26 0 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-7 HCM 6th TWSC EAP (2024) AM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 32 8 4 26 42 15 138111 Future Vol, veh/h 28 32 8 4 26 42 15 138111 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - 120 130 - - 100 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 76 76 76 76 76 76 76 76 76 76 76 76 Heavy Vehicles, % 2 22222222222 Mvmt Flow 37 42 11 5 34 55 20 1 4 11 1 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 89 0 0 53 0 0 195 215 42 196 199 62 Stage 1 ------116116-7272- Stage 2 ------7999-124127- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1506 - - 1553 - - 764 683 1029 763 697 1003 Stage 1 ------889800-938835- Stage 2 ------930813-880791- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1506 - - 1553 - - 736 664 1029 743 677 1003 Mov Cap-2 Maneuver ------736664-743677- Stage 1 ------867780-915832- Stage 2 ------912811-854771- Approach EB WB NB SB HCM Control Delay, s 3.1 0.4 9.8 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)736 905 1506 - - 1553 - - 862 HCM Lane V/C Ratio 0.027 0.006 0.024 - - 0.003 - - 0.031 HCM Control Delay (s) 10 9 7.5 - - 7.3 - - 9.3 HCM Lane LOS B A A - - A - - A HCM 95th %tile Q(veh) 0.1 0 0.1 - - 0 - - 0.1 5.1-8 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)10 63 46 7 5 23 Future Volume (vph)10 63 46 7 5 23 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)711 644 595 Travel Time (s)12.1 11.0 11.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)11 67 49 7 5 24 Shared Lane Traffic (%) Lane Group Flow (vph) 0 78 56 0 29 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 5.1-9 HCM 6th Roundabout EAP (2024) AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.0 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 78 56 29 Demand Flow Rate, veh/h 79 57 29 Vehicles Circulating, veh/h 5 11 50 Vehicles Exiting, veh/h 74 73 18 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.1 3.0 2.9 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 79 57 29 Cap Entry Lane, veh/h 1373 1364 1311 Entry HV Adj Factor 0.983 0.983 1.000 Flow Entry, veh/h 78 56 29 Cap Entry, veh/h 1350 1341 1311 V/C Ratio 0.058 0.042 0.022 Control Delay, s/veh 3.1 3.0 2.9 LOS A A A 95th %tile Queue, veh 0 0 0 5.1-10 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 3 2 11 20 63 1 44 22 20 13 1 Future Volume (vph)1 3 2 11 20 63 1 44 22 20 13 1 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)35 35 40 40 Link Distance (ft)974 473 829 921 Travel Time (s)19.0 9.2 14.1 15.7 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Adj. Flow (vph)1 4 3 16 29 93 1 65 32 29 19 1 Shared Lane Traffic (%) Lane Group Flow (vph)0800138009800490 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 5.1-11 HCM 6th Roundabout EAP (2024) AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 8 138 98 49 Demand Flow Rate, veh/h 8 141 100 50 Vehicles Circulating, veh/h 65 68 35 47 Vehicles Exiting, veh/h 32 67 38 162 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 2.9 3.7 3.4 3.1 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 8 141 100 50 Cap Entry Lane, veh/h 1291 1287 1331 1315 Entry HV Adj Factor 0.990 0.982 0.977 0.973 Flow Entry, veh/h 8 138 98 49 Cap Entry, veh/h 1279 1264 1301 1279 V/C Ratio 0.006 0.110 0.075 0.038 Control Delay, s/veh 2.9 3.7 3.4 3.1 LOS AAAA 95th %tile Queue, veh 0000 5.1-12 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1261 0 136 0 362 323 0 433 61 Future Volume (vph)0 0 0 1261 0 136 0 362 323 0 433 61 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 10.9 9.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)0 0 0 1596 0 172 0 458 409 0 548 77 Shared Lane Traffic (%) Lane Group Flow (vph)00001596 172 0 458 409 0 625 0 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)97.0 97.0 97.0 23.0 23.0 Total Split (%)80.8% 80.8% 80.8% 19.2%19.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 5.1-13 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 1261 0 136 0 362 323 0 433 61 Future Volume (veh/h) 0 0 0 1261 0 136 0 362 323 0 433 61 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1596 0 172 0 458 0 0 548 77 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222022022 Cap, veh/h 1373 0 1222 0 548 0 699 97 Arrive On Green 0.77 0.00 0.77 0.00 0.31 0.00 0.00 0.15 0.15 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4702 628 Grp Volume(v), veh/h 1596 0 172 0 458 0 0 409 216 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1757 Q Serve(g_s), s 92.5 0.0 3.3 0.0 14.4 0.0 0.0 13.9 14.2 Cycle Q Clear(g_c), s 92.5 0.0 3.3 0.0 14.4 0.0 0.0 13.9 14.2 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.36 Lane Grp Cap(c), veh/h 1373 0 1222 0 548 0 525 271 V/C Ratio(X)1.16 0.00 0.14 0.00 0.84 0.00 0.78 0.80 Avail Cap(c_a), veh/h 1373 0 1222 0 548 0 525 271 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.84 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 13.8 0.0 3.5 0.0 40.1 0.0 0.0 48.8 48.9 Incr Delay (d2), s/veh 81.5 0.0 0.1 0.0 12.1 0.0 0.0 11.0 21.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 59.5 0.0 0.9 0.0 6.2 0.0 0.0 6.6 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.2 0.0 3.6 0.0 52.2 0.0 0.0 59.7 70.0 LnGrp LOS F A A A D A E E Approach Vol, veh/h 1768 458 625 Approach Delay, s/veh 86.3 52.2 63.3 Approach LOS F D E Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 23.0 23.0 97.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 18.5 92.5 Max Q Clear Time (g_c+I1), s 16.4 16.2 94.5 Green Ext Time (p_c), s 0.6 0.9 0.0 Intersection Summary HCM 6th Ctrl Delay 75.8 HCM 6th LOS E Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 5.1-14 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 7: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\101 - EAP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1261 0 136 0 362 323 0 433 61 Future Volume (vph)0 0 0 1261 0 136 0 362 323 0 433 61 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 1 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 10.9 9.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)0 0 0 1596 0 172 0 458 409 0 548 77 Shared Lane Traffic (%)44% Lane Group Flow (vph) 0 0 0 894 874 0 0 458 409 0 625 0 Turn Type Split NA NA Free NA Protected Phases 8 8 2 6 Permitted Phases Free Detector Phase 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 Total Split (s)91.0 91.0 29.0 29.0 Total Split (%)75.8% 75.8%24.2%24.2% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 EB Ramps 5.1-15 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 7: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\101 - EAP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 1261 0 136 0 362 323 0 433 61 Future Volume (veh/h) 0 0 0 1261 0 136 0 362 323 0 433 61 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1757 0 0 0 458 0 0 548 77 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222022022 Cap, veh/h 1941 1019 0 0 1351 0 1724 239 Arrive On Green 0.54 0.00 0.00 0.00 0.76 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 1870 0 0 3647 1585 0 4702 628 Grp Volume(v), veh/h 1757 0 0 0 458 0 0 409 216 Grp Sat Flow(s),veh/h/ln 1781 1870 0 0 1777 1585 0 1702 1757 Q Serve(g_s), s 53.2 0.0 0.0 0.0 5.0 0.0 0.0 10.2 10.4 Cycle Q Clear(g_c), s 53.2 0.0 0.0 0.0 5.0 0.0 0.0 10.2 10.4 Prop In Lane 1.00 0.00 0.00 1.00 0.00 0.36 Lane Grp Cap(c), veh/h 1941 1019 0 0 1351 0 1294 668 V/C Ratio(X)0.91 0.00 0.00 0.00 0.34 0.00 0.32 0.32 Avail Cap(c_a), veh/h 2568 1348 0 0 1351 0 1294 668 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 0.00 0.84 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.5 0.0 0.0 0.0 9.5 0.0 0.0 26.2 26.3 Incr Delay (d2), s/veh 4.1 0.0 0.0 0.0 0.6 0.0 0.0 0.6 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 22.4 0.0 0.0 0.0 1.7 0.0 0.0 4.2 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.6 0.0 0.0 0.0 10.1 0.0 0.0 26.8 27.6 LnGrp LOS C AAAB ACC Approach Vol, veh/h 1757 458 625 Approach Delay, s/veh 28.6 10.1 27.1 Approach LOS C B C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 50.1 50.1 69.9 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 24.5 86.5 Max Q Clear Time (g_c+I1), s 7.0 12.4 55.2 Green Ext Time (p_c), s 2.7 3.1 10.2 Intersection Summary HCM 6th Ctrl Delay 25.3 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 5.1-16 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 117 1 817 0000568352881606 0 Future Volume (vph) 117 1 817 0000568352881606 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 14.8 10.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)138 1 961 00006684141041889 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 138 482 480 00001082 0 104 1889 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)26.0 26.0 26.0 24.0 10.0 34.0 Total Split (%)43.3% 43.3% 43.3%40.0% 16.7% 56.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 5.1-17 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 1 817 0000568352881606 0 Future Volume (veh/h) 117 1 817 0000568352881606 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 138 0 962 0 668 414 104 1889 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 606 0 1079 0 1225 571 133 2602 0 Arrive On Green 0.34 0.00 0.34 0.00 0.36 0.36 0.07 0.51 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 138 0 962 0 668 414 104 1889 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 3.3 0.0 17.2 0.0 9.4 13.6 3.4 17.3 0.0 Cycle Q Clear(g_c), s 3.3 0.0 17.2 0.0 9.4 13.6 3.4 17.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 606 0 1079 0 1225 571 133 2602 0 V/C Ratio(X)0.23 0.00 0.89 0.00 0.55 0.73 0.78 0.73 0.00 Avail Cap(c_a), veh/h 638 0 1136 0 1225 571 163 2602 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.51 0.51 0.00 Uniform Delay (d), s/veh 14.2 0.0 18.7 0.0 15.3 16.6 27.3 11.4 0.0 Incr Delay (d2), s/veh 0.2 0.0 8.8 0.0 1.7 7.8 9.7 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 6.9 0.0 3.4 5.5 1.7 5.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.3 0.0 27.6 0.0 17.0 24.5 37.0 12.4 0.0 LnGrp LOS B A C A B C D B A Approach Vol, veh/h 1100 1082 1993 Approach Delay, s/veh 25.9 19.9 13.7 Approach LOS C B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.0 26.1 24.9 35.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.5 21.5 29.5 Max Q Clear Time (g_c+I1), s 5.4 15.6 19.2 19.3 Green Ext Time (p_c), s 0.0 2.4 1.2 8.0 Intersection Summary HCM 6th Ctrl Delay 18.5 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 5.1-18 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 273 107 105 30 245 119 120 515 29 173 1350 501 Future Volume (vph) 273 107 105 30 245 119 120 515 29 173 1350 501 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)325 127 125 36 292 142 143 613 35 206 1607 596 Shared Lane Traffic (%) Lane Group Flow (vph) 325 127 125 36 292 142 143 613 35 206 1607 596 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)23.0 36.0 10.0 23.0 23.0 14.4 56.0 56.0 18.0 59.6 59.6 Total Split (%)19.2% 30.0% 8.3% 19.2% 19.2% 12.0% 46.7% 46.7% 15.0% 49.7% 49.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 5.1-19 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 273 107 105 30 245 119 120 515 29 173 1350 501 Future Volume (veh/h) 273 107 105 30 245 119 120 515 29 173 1350 501 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 325 127 0 36 292 142 143 613 35 206 1607 596 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %222222222222 Cap, veh/h 391 722 101 424 187 199 2760 854 266 2859 885 Arrive On Green 0.11 0.20 0.00 0.03 0.12 0.12 0.06 0.54 0.54 0.08 0.56 0.56 Sat Flow, veh/h 3456 3554 1585 3456 3554 1565 3456 5106 1581 3456 5106 1581 Grp Volume(v), veh/h 325 127 0 36 292 142 143 613 35 206 1607 596 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1565 1728 1702 1581 1728 1702 1581 Q Serve(g_s), s 11.0 3.5 0.0 1.2 9.5 10.5 4.9 7.5 1.2 7.0 24.3 32.0 Cycle Q Clear(g_c), s 11.0 3.5 0.0 1.2 9.5 10.5 4.9 7.5 1.2 7.0 24.3 32.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 391 722 101 424 187 199 2760 854 266 2859 885 V/C Ratio(X)0.83 0.18 0.36 0.69 0.76 0.72 0.22 0.04 0.77 0.56 0.67 Avail Cap(c_a), veh/h 533 933 158 548 241 285 2760 854 389 2859 885 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)0.98 0.98 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.1 39.5 0.0 57.2 50.7 51.2 55.6 14.4 13.0 54.3 17.0 18.7 Incr Delay (d2), s/veh 7.8 0.1 0.0 2.1 2.5 10.0 4.8 0.2 0.1 5.7 0.8 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 1.5 0.0 0.5 4.2 4.5 2.2 2.7 0.4 3.1 8.5 11.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.9 39.6 0.0 59.3 53.2 61.2 60.4 14.6 13.0 60.1 17.8 22.7 LnGrp LOS E D E D EEBBEBC Approach Vol, veh/h 452 470 791 2409 Approach Delay, s/veh 54.2 56.1 22.8 22.6 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.8 69.4 8.0 28.9 11.4 71.7 18.1 18.8 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 13.5 51.5 5.5 31.5 9.9 55.1 18.5 18.5 Max Q Clear Time (g_c+I1), s 9.0 9.5 3.2 5.5 6.9 34.0 13.0 12.5 Green Ext Time (p_c), s 0.2 4.1 0.0 0.7 0.1 13.3 0.5 1.1 Intersection Summary HCM 6th Ctrl Delay 29.9 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 5.1-20 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)32 1 26 3 2 10 66 736 10 49 1519 26 Future Volume (vph)32 1 26 3 2 10 66 736 10 49 1519 26 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)35 35 55 55 Link Distance (ft)473 452 1623 476 Travel Time (s)9.2 8.8 20.1 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)36 1 29 3 2 11 73 818 11 54 1688 29 Shared Lane Traffic (%) Lane Group Flow (vph) 36 1 29 3 2 11 73 818 11 54 1688 29 Turn Type Prot NA Perm Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 5.1-21 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 1 26 3 2 10 66 736 10 49 1519 26 Future Volume (veh/h) 32 1 26 3 2 10 66 736 10 49 1519 26 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 36 1 29 3 2 0 73 818 0 54 1688 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 67 118 100 7 55 104 3064 171 3017 937 Arrive On Green 0.04 0.06 0.06 0.00 0.03 0.00 0.12 1.00 0.00 0.05 0.59 0.59 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 36 1 29 3 2 0 73 818 0 54 1688 29 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 1.2 0.0 1.0 0.1 0.1 0.0 2.4 0.0 0.0 0.9 12.1 0.5 Cycle Q Clear(g_c), s 1.2 0.0 1.0 0.1 0.1 0.0 2.4 0.0 0.0 0.9 12.1 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 67 118 100 7 55 104 3064 171 3017 937 V/C Ratio(X)0.54 0.01 0.29 0.41 0.04 0.70 0.27 0.32 0.56 0.03 Avail Cap(c_a), veh/h 148 499 423 148 499 148 3064 288 3017 937 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.86 0.86 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 26.4 26.8 29.8 28.3 0.0 26.0 0.0 0.0 27.5 7.5 5.1 Incr Delay (d2), s/veh 6.5 0.0 1.6 33.7 0.3 0.0 7.1 0.2 0.0 1.0 0.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.4 0.1 0.0 0.0 1.0 0.1 0.0 0.3 2.6 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.9 26.4 28.4 63.5 28.6 0.0 33.0 0.2 0.0 28.6 8.3 5.2 LnGrp LOS C C C E C C A C A A Approach Vol, veh/h 66 5 891 1771 Approach Delay, s/veh 31.9 49.5 2.9 8.8 Approach LOS C D A A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 40.0 4.7 7.8 8.0 39.5 6.8 5.8 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.9 2.0 2.1 3.0 4.4 14.1 3.2 2.1 Green Ext Time (p_c), s 0.0 4.3 0.0 0.0 0.0 2.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 7.5 HCM 6th LOS A Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 5.1-22 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 174 120 123 59 242 63 104 621 51 47 1085 405 Future Volume (vph) 174 120 123 59 242 63 104 621 51 47 1085 405 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1477 944 330 1623 Travel Time (s)20.1 12.9 4.1 20.1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)191 132 135 65 266 69 114 682 56 52 1192 445 Shared Lane Traffic (%) Lane Group Flow (vph) 191 132 135 65 266 69 114 738 0 52 1192 445 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 5.0 5.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (%)15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0.5 (1%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 5.1-23 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 174 120 123 59 242 63 104 621 51 47 1085 405 Future Volume (veh/h) 174 120 123 59 242 63 104 621 51 47 1085 405 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 191 132 135 65 266 69 114 682 56 52 1192 445 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 288 540 241 191 440 196 245 1534 126 167 2240 695 Arrive On Green 0.08 0.15 0.15 0.06 0.12 0.12 0.07 0.46 0.46 0.10 0.88 0.88 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3325 273 3456 5106 1585 Grp Volume(v), veh/h 191 132 135 65 266 69 114 364 374 52 1192 445 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1821 1728 1702 1585 Q Serve(g_s), s 3.2 2.0 4.7 1.1 4.3 2.4 1.9 8.3 8.3 0.8 3.2 4.7 Cycle Q Clear(g_c), s 3.2 2.0 4.7 1.1 4.3 2.4 1.9 8.3 8.3 0.8 3.2 4.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 288 540 241 191 440 196 245 820 840 167 2240 695 V/C Ratio(X) 0.66 0.24 0.56 0.34 0.60 0.35 0.47 0.44 0.44 0.31 0.53 0.64 Avail Cap(c_a), veh/h 288 977 436 288 977 436 288 820 840 288 2240 695 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 0.87 0.87 Uniform Delay (d), s/veh 26.7 22.4 23.6 27.3 24.9 24.1 26.8 11.0 11.0 26.2 2.3 2.4 Incr Delay (d2), s/veh 5.6 0.2 2.0 1.1 1.3 1.1 1.4 1.7 1.7 0.9 0.8 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.7 1.7 0.4 1.6 0.8 0.7 2.7 2.7 0.3 0.7 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.3 22.6 25.6 28.4 26.2 25.2 28.2 12.7 12.7 27.1 3.1 6.3 LnGrp LOS CCCCCCCBBCAA Approach Vol, veh/h 458 400 852 1689 Approach Delay, s/veh 27.5 26.4 14.7 4.6 Approach LOS C C B A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.4 31.7 7.8 13.1 8.8 30.3 9.5 11.4 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.5 5.0 16.5 5.0 16.5 5.0 16.5 Max Q Clear Time (g_c+I1), s 2.8 10.3 3.1 6.7 3.9 6.7 5.2 6.3 Green Ext Time (p_c), s 0.0 2.0 0.0 0.7 0.0 5.9 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 5.1-24 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 376 28 0 688 0 38 Future Volume (vph) 376 28 0 688 0 38 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft)90 90 Link Speed (mph)40 40 30 Link Distance (ft)1749 549 252 Travel Time (s)29.8 9.4 5.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)409 30 0 748 0 41 Shared Lane Traffic (%) Lane Group Flow (vph) 409 30 0 748 0 41 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-25 HCM 6th TWSC EAP (2024) AM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 376 28 0 688 0 38 Future Vol, veh/h 376 28 0 688 0 38 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 150 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 409 30 0 748 0 41 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 205 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.14 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver - - 0 - 0 682 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----682 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 10.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)682 - - - HCM Lane V/C Ratio 0.061 - - - HCM Control Delay (s) 10.6 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.2 - - - 5.1-26 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)38 689 16 85 422 38 76 19 94 72 16 48 Future Volume (vph)38 689 16 85 422 38 76 19 94 72 16 48 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)42 757 18 93 464 42 84 21 103 79 18 53 Shared Lane Traffic (%) Lane Group Flow (vph) 42 757 18 93 464 42 84 21 103 79 71 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.2 24.3 24.3 13.2 27.3 27.3 22.5 22.5 22.5 22.5 22.5 Total Split (%)17.0% 40.5% 40.5% 22.0% 45.5% 45.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 5.1-27 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 689 16 85 422 38 76 19 94 72 16 48 Future Volume (veh/h) 38 689 16 85 422 38 76 19 94 72 16 48 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 757 18 93 464 42 84 21 103 79 18 53 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 75 2081 642 120 2211 682 475 561 473 488 125 368 Arrive On Green 0.04 0.41 0.41 0.07 0.43 0.43 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 5106 1575 1781 5106 1576 1324 1870 1577 1262 416 1226 Grp Volume(v), veh/h 42 757 18 93 464 42 84 21 103 79 0 71 Grp Sat Flow(s),veh/h/ln 1781 1702 1575 1781 1702 1576 1324 1870 1577 1262 0 1642 Q Serve(g_s), s 1.4 6.2 0.4 3.1 3.4 0.9 3.0 0.5 2.9 2.8 0.0 1.9 Cycle Q Clear(g_c), s 1.4 6.2 0.4 3.1 3.4 0.9 4.9 0.5 2.9 3.3 0.0 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.75 Lane Grp Cap(c), veh/h 75 2081 642 120 2211 682 475 561 473 488 0 493 V/C Ratio(X) 0.56 0.36 0.03 0.77 0.21 0.06 0.18 0.04 0.22 0.16 0.00 0.14 Avail Cap(c_a), veh/h 169 2081 642 258 2211 682 475 561 473 488 0 493 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 0.90 0.90 0.90 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.2 12.4 10.7 27.5 10.6 9.9 17.1 14.9 15.7 16.0 0.0 15.4 Incr Delay (d2), s/veh 6.5 0.5 0.1 9.2 0.2 0.2 0.8 0.1 1.1 0.7 0.0 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 0.7 2.0 0.1 1.5 1.1 0.3 0.9 0.2 1.1 0.8 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.7 12.9 10.7 36.7 10.8 10.1 18.0 15.0 16.8 16.7 0.0 16.0 LnGrp LOS C B B D BBBBBBAB Approach Vol, veh/h 817 599 208 150 Approach Delay, s/veh 13.9 14.8 17.1 16.4 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.5 29.0 22.5 7.0 30.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.7 19.8 18.0 5.7 22.8 18.0 Max Q Clear Time (g_c+I1), s 5.1 8.2 5.3 3.4 5.4 6.9 Green Ext Time (p_c), s 0.1 3.8 0.4 0.0 2.8 0.5 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B 5.1-28 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)63 1 16 6 1 54 14 72 10 15 27 75 Future Volume (vph)63 1 16 6 1 54 14 72 10 15 27 75 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 150 175 55 0 Storage Lanes 0 0 0 0 1 1 1 0 Taper Length (ft)90 90 60 60 Link Speed (mph)30 30 30 30 Link Distance (ft)216 313 338 343 Travel Time (s)4.9 7.1 7.7 7.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)67 1 17 6 1 57 15 77 11 16 29 80 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 0 0 64 0 15 77 11 16 109 0 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-29 HCM 6th TWSC EAP (2024) PM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 63 1 16 6 1 54 14 72 10 15 27 75 Future Vol, veh/h 63 1 16 6 1 54 14 72 10 15 27 75 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150-17555-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 67 1 17 6 1 57 15 77 11 16 29 80 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 243 219 69 217 248 77 109 0 0 88 0 0 Stage 1 101 101 - 107 107 ------- Stage 2 142 118 - 110 141 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 711 679 994 739 655 984 1481 - - 1508 - - Stage 1 905 811 - 898 807 ------- Stage 2 861 798 - 895 780 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 658 665 994 714 641 984 1481 - - 1508 - - Mov Cap-2 Maneuver 658 665 - 714 641 ------- Stage 1 896 802 - 889 799 ------- Stage 2 801 790 - 869 771 ------- Approach EB WB NB SB HCM Control Delay, s 10.8 9.1 1.1 1 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1481 - - 706 941 1508 - - HCM Lane V/C Ratio 0.01 - - 0.121 0.069 0.011 - - HCM Control Delay (s) 7.5 - - 10.8 9.1 7.4 - - HCM Lane LOS A - - B A A - - HCM 95th %tile Q(veh) 0 - - 0.4 0.2 0 - - 5.1-30 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)30 56 29 66 33 16 Future Volume (vph)30 56 29 66 33 16 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)803 445 338 Travel Time (s)18.3 10.1 7.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)33 62 32 73 37 18 Shared Lane Traffic (%) Lane Group Flow (vph) 0 95 105 0 55 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 5.1-31 HCM 6th Roundabout EAP (2024) PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.3 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 95 105 55 Demand Flow Rate, veh/h 97 107 56 Vehicles Circulating, veh/h 38 34 33 Vehicles Exiting, veh/h 51 101 108 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.4 3.4 3.1 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 97 107 56 Cap Entry Lane, veh/h 1327 1333 1334 Entry HV Adj Factor 0.977 0.985 0.982 Flow Entry, veh/h 95 105 55 Cap Entry, veh/h 1297 1312 1310 V/C Ratio 0.073 0.080 0.042 Control Delay, s/veh 3.4 3.4 3.1 LOS A A A 95th %tile Queue, veh 0 0 0 5.1-32 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)14 48 7 4 21 20 5 1 6 32 1 47 Future Volume (vph)14 48 7 4 21 20 5 1 6 32 1 47 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 120 130 0 100 0 0 0 Storage Lanes 1 1 1 0 1 0 0 0 Taper Length (ft)60 65 60 90 Link Speed (mph)30 30 30 30 Link Distance (ft)755 803 448 197 Travel Time (s)17.2 18.3 10.2 4.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)15 51 7 4 22 21 5 1 6 34 1 50 Shared Lane Traffic (%) Lane Group Flow (vph) 15 51 7 4 43 05700850 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-33 HCM 6th TWSC EAP (2024) PM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 48 7 4 21 20 5 1 6 32 1 47 Future Vol, veh/h 14 48 7 4 21 20 5 1 6 32 1 47 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - 120 130 - - 100 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 15 51 7 4 22 21 5 1 6 34 1 50 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 43 0 0 58 0 0 147 132 51 129 129 33 Stage 1 ------8181-4141- Stage 2 ------6651-8888- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1566 - - 1546 - - 821 759 1017 844 762 1041 Stage 1 ------927828-974861- Stage 2 ------945852-920822- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1566 - - 1546 - - 773 749 1017 830 752 1041 Mov Cap-2 Maneuver ------773749-830752- Stage 1 ------918820-964858- Stage 2 ------896849-904814- Approach EB WB NB SB HCM Control Delay, s 1.5 0.7 9.1 9.2 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)773 968 1566 - - 1546 - - 941 HCM Lane V/C Ratio 0.007 0.008 0.01 - - 0.003 - - 0.09 HCM Control Delay (s) 9.7 8.7 7.3 - - 7.3 - - 9.2 HCM Lane LOS A A A - - A - - A HCM 95th %tile Q(veh) 0 0 0 - - 0 - - 0.3 5.1-34 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)4 60 53 21 9 9 Future Volume (vph)4 60 53 21 9 9 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)711 644 595 Travel Time (s)16.2 14.6 13.5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)4 67 60 24 10 10 Shared Lane Traffic (%) Lane Group Flow (vph) 0 71 84 0 20 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 5.1-35 HCM 6th Roundabout EAP (2024) PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.1 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 71 84 20 Demand Flow Rate, veh/h 72 85 20 Vehicles Circulating, veh/h 10 4 61 Vehicles Exiting, veh/h 71 78 28 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.1 3.1 2.9 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 72 85 20 Cap Entry Lane, veh/h 1366 1374 1297 Entry HV Adj Factor 0.981 0.986 1.000 Flow Entry, veh/h 71 84 20 Cap Entry, veh/h 1341 1355 1297 V/C Ratio 0.053 0.062 0.015 Control Delay, s/veh 3.1 3.1 2.9 LOS A A A 95th %tile Queue, veh 0 0 0 5.1-36 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)4 6 1 22 12 85 1 26 17 60 51 2 Future Volume (vph)4 6 1 22 12 85 1 26 17 60 51 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)30 30 30 30 Link Distance (ft)974 473 829 921 Travel Time (s)22.1 10.8 18.8 20.9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)5 7 1 27 14 102 1 31 20 72 61 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 13 0 0 143 0 0 52 0 0 135 0 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 5.1-37 HCM 6th Roundabout EAP (2024) PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 13 143 52 135 Demand Flow Rate, veh/h 13 146 53 137 Vehicles Circulating, veh/h 163 38 85 43 Vehicles Exiting, veh/h 17 100 91 141 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.2 3.7 3.2 3.6 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 13 146 53 137 Cap Entry Lane, veh/h 1169 1327 1265 1321 Entry HV Adj Factor 0.989 0.978 0.988 0.984 Flow Entry, veh/h 13 143 52 135 Cap Entry, veh/h 1156 1298 1250 1299 V/C Ratio 0.011 0.110 0.042 0.104 Control Delay, s/veh 3.2 3.7 3.2 3.6 LOS AAAA 95th %tile Queue, veh 0000 5.1-38 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 451 0 71 0 372 702 0 259 71 Future Volume (vph)0 0 0 451 0 71 0 372 702 0 259 71 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 12.8 11.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 0 0 485 0 76 0 400 755 0 278 76 Shared Lane Traffic (%) Lane Group Flow (vph)000048576040075503540 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)34.0 34.0 34.0 26.0 26.0 Total Split (%)56.7% 56.7% 56.7% 43.3%43.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 5.1-39 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 451 0 71 0 372 702 0 259 71 Future Volume (veh/h) 0 0 0 451 0 71 0 372 702 0 259 71 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 485 0 76 0 400 0 0 278 76 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222022022 Cap, veh/h 589 0 524 0 1847 0 2097 545 Arrive On Green 0.33 0.00 0.33 0.00 0.87 0.00 0.00 0.52 0.52 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4204 1049 Grp Volume(v), veh/h 485 0 76 0 400 0 0 232 122 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1681 Q Serve(g_s), s 15.0 0.0 2.0 0.0 1.1 0.0 0.0 2.1 2.3 Cycle Q Clear(g_c), s 15.0 0.0 2.0 0.0 1.1 0.0 0.0 2.1 2.3 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.62 Lane Grp Cap(c), veh/h 589 0 524 0 1847 0 1769 874 V/C Ratio(X)0.82 0.00 0.15 0.00 0.22 0.00 0.13 0.14 Avail Cap(c_a), veh/h 876 0 779 0 1847 0 1769 874 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.77 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 18.5 0.0 14.1 0.0 2.0 0.0 0.0 7.4 7.5 Incr Delay (d2), s/veh 4.1 0.0 0.1 0.0 0.2 0.0 0.0 0.2 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 %ile BackOfQ(50%),veh/ln 6.2 0.0 0.7 0.0 0.3 0.0 0.0 0.7 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 0.0 14.3 0.0 2.2 0.0 0.0 7.6 7.8 LnGrp LOS C ABAA AAA Approach Vol, veh/h 561 400 354 Approach Delay, s/veh 21.4 2.2 7.7 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 35.7 35.7 24.3 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 21.5 29.5 Max Q Clear Time (g_c+I1), s 3.1 4.3 17.0 Green Ext Time (p_c), s 2.5 2.0 2.8 Intersection Summary HCM 6th Ctrl Delay 11.9 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 5.1-40 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 7: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\101 - EAP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 451 0 71 0 372 702 0 259 71 Future Volume (vph)0 0 0 451 0 71 0 372 702 0 259 71 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 1 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 12.8 11.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 0 0 485 0 76 0 400 755 0 278 76 Shared Lane Traffic (%)41% Lane Group Flow (vph) 0 0 0 286 275 0 0 400 755 0 354 0 Turn Type Split NA NA Free NA Protected Phases 8 8 2 6 Permitted Phases Free Detector Phase 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 Total Split (s)32.0 32.0 28.0 28.0 Total Split (%)53.3% 53.3%46.7%46.7% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 EB Ramps 5.1-41 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 7: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\101 - EAP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 451 0 71 0 372 702 0 259 71 Future Volume (veh/h) 0 0 0 451 0 71 0 372 702 0 259 71 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 556 0 0 0 400 0 0 278 76 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222022022 Cap, veh/h 752 395 0 0 2270 0 2578 670 Arrive On Green 0.21 0.00 0.00 0.00 1.00 0.00 0.00 0.64 0.64 Sat Flow, veh/h 3563 1870 0 0 3647 1585 0 4204 1049 Grp Volume(v), veh/h 556 0 0 0 400 0 0 232 122 Grp Sat Flow(s),veh/h/ln 1781 1870 0 0 1777 1585 0 1702 1681 Q Serve(g_s), s 8.8 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.7 Cycle Q Clear(g_c), s 8.8 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.7 Prop In Lane 1.00 0.00 0.00 1.00 0.00 0.62 Lane Grp Cap(c), veh/h 752 395 0 0 2270 0 2175 1074 V/C Ratio(X)0.74 0.00 0.00 0.00 0.18 0.00 0.11 0.11 Avail Cap(c_a), veh/h 1633 857 0 0 2270 0 2175 1074 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 0.00 0.77 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.1 0.0 0.0 0.0 0.0 0.0 0.0 4.2 4.2 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.1 0.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 3.5 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.6 0.0 0.0 0.0 0.1 0.0 0.0 4.3 4.4 LnGrp LOS C AAAA AAA Approach Vol, veh/h 556 400 354 Approach Delay, s/veh 23.6 0.1 4.3 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 42.8 42.8 17.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 23.5 27.5 Max Q Clear Time (g_c+I1), s 2.0 3.7 10.8 Green Ext Time (p_c), s 2.6 2.1 1.9 Intersection Summary HCM 6th Ctrl Delay 11.2 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 5.1-42 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)78 1 500 0000996941776330 Future Volume (vph)78 1 500 0000996941776330 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 17.3 12.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)84 1 538 00001071 1012 83 681 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 84 270 269 00002083 0 83 681 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)29.0 29.0 29.0 73.0 18.0 91.0 Total Split (%)24.2% 24.2% 24.2%60.8% 15.0% 75.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 5.1-43 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 1 500 0000996941776330 Future Volume (veh/h) 78 1 500 0000996941776330 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 84 0 539 0 1071 1012 83 681 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 336 0 599 0 2178 1014 105 3759 0 Arrive On Green 0.19 0.00 0.19 0.00 0.64 0.64 0.12 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 84 0 539 0 1071 1012 83 681 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 4.8 0.0 19.9 0.0 19.8 76.3 5.4 0.0 0.0 Cycle Q Clear(g_c), s 4.8 0.0 19.9 0.0 19.8 76.3 5.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 336 0 599 0 2178 1014 105 3759 0 V/C Ratio(X)0.25 0.00 0.90 0.00 0.49 1.00 0.79 0.18 0.00 Avail Cap(c_a), veh/h 364 0 647 0 2178 1014 200 3759 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 41.4 0.0 47.6 0.0 11.4 21.5 52.2 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 15.0 0.0 0.8 27.7 12.5 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 9.1 0.0 7.4 33.4 2.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.8 0.0 62.5 0.0 12.1 49.2 64.7 0.1 0.0 LnGrp LOS D A E A B D E A A Approach Vol, veh/h 623 2083 764 Approach Delay, s/veh 59.7 30.2 7.1 Approach LOS E C A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.5 81.3 27.2 92.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 68.5 24.5 86.5 Max Q Clear Time (g_c+I1), s 7.4 78.3 21.9 2.0 Green Ext Time (p_c), s 0.1 0.0 0.7 5.7 Intersection Summary HCM 6th Ctrl Delay 30.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 5.1-44 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 566 237 134 60 180 156 162 983 26 160 659 234 Future Volume (vph) 566 237 134 60 180 156 162 983 26 160 659 234 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)602 252 143 64 191 166 172 1046 28 170 701 249 Shared Lane Traffic (%) Lane Group Flow (vph) 602 252 143 64 191 166 172 1046 28 170 701 249 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)37.0 50.0 11.0 24.0 24.0 17.0 42.0 42.0 17.0 42.0 42.0 Total Split (%)30.8% 41.7% 9.2% 20.0% 20.0% 14.2% 35.0% 35.0% 14.2% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 5.1-45 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 566 237 134 60 180 156 162 983 26 160 659 234 Future Volume (veh/h) 566 237 134 60 180 156 162 983 26 160 659 234 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 602 252 0 64 191 166 172 1046 28 170 701 249 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 678 1027 127 460 203 231 2338 723 229 2335 723 Arrive On Green 0.33 0.48 0.00 0.04 0.13 0.13 0.07 0.46 0.46 0.07 0.46 0.46 Sat Flow, veh/h 3456 3554 1585 3456 3554 1567 3456 5106 1580 3456 5106 1580 Grp Volume(v), veh/h 602 252 0 64 191 166 172 1046 28 170 701 249 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1567 1728 1702 1580 1728 1702 1580 Q Serve(g_s), s 19.8 5.0 0.0 2.2 5.9 12.4 5.9 16.8 1.2 5.8 10.4 12.2 Cycle Q Clear(g_c), s 19.8 5.0 0.0 2.2 5.9 12.4 5.9 16.8 1.2 5.8 10.4 12.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 678 1027 127 460 203 231 2338 723 229 2335 723 V/C Ratio(X)0.89 0.25 0.50 0.41 0.82 0.74 0.45 0.04 0.74 0.30 0.34 Avail Cap(c_a), veh/h 936 1347 187 577 255 360 2338 723 360 2335 723 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.94 0.94 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.1 23.4 0.0 56.7 48.0 50.8 55.0 22.2 17.9 55.0 20.5 21.0 Incr Delay (d2), s/veh 7.6 0.1 0.0 3.1 0.6 15.3 4.7 0.6 0.1 4.7 0.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.9 2.0 0.0 1.0 2.6 5.5 2.6 6.3 0.4 2.6 3.9 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.7 23.5 0.0 59.8 48.6 66.1 59.7 22.8 18.0 59.7 20.8 22.3 LnGrp LOS D C E D E E C B E C C Approach Vol, veh/h 854 421 1246 1120 Approach Delay, s/veh 39.8 57.2 27.8 27.0 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.5 59.5 8.9 39.2 12.5 59.4 28.0 20.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 37.5 6.5 45.5 12.5 37.5 32.5 19.5 Max Q Clear Time (g_c+I1), s 7.8 18.8 4.2 7.0 7.9 14.2 21.8 14.4 Green Ext Time (p_c), s 0.2 6.3 0.0 1.6 0.2 5.1 1.7 0.7 Intersection Summary HCM 6th Ctrl Delay 33.8 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 5.1-46 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)49 4 63 17 6 58 70 1229 9 46 1038 43 Future Volume (vph)49 4 63 17 6 58 70 1229 9 46 1038 43 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)473 452 1623 476 Travel Time (s)10.8 10.3 36.9 10.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)54 4 70 19 7 64 78 1366 10 51 1153 48 Shared Lane Traffic (%) Lane Group Flow (vph) 54 4 70 19 7 64 78 1366 10 51 1153 48 Turn Type Prot NA Perm Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (%)15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 5.1-47 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 4 63 17 6 58 70 1229 9 46 1038 43 Future Volume (veh/h) 49 4 63 17 6 58 70 1229 9 46 1038 43 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 4 70 19 7 0 78 1366 0 51 1153 48 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 88 151 128 40 101 108 2802 165 2736 849 Arrive On Green 0.05 0.08 0.08 0.02 0.05 0.00 0.12 1.00 0.00 0.05 0.54 0.54 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 54 4 70 19 7 0 78 1366 0 51 1153 48 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 1.8 0.1 2.5 0.6 0.2 0.0 2.5 0.0 0.0 0.9 8.1 0.9 Cycle Q Clear(g_c), s 1.8 0.1 2.5 0.6 0.2 0.0 2.5 0.0 0.0 0.9 8.1 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 88 151 128 40 101 108 2802 165 2736 849 V/C Ratio(X)0.61 0.03 0.55 0.47 0.07 0.72 0.49 0.31 0.42 0.06 Avail Cap(c_a), veh/h 148 499 423 148 499 148 2802 288 2736 849 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.33 0.33 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 25.4 26.5 29.0 26.9 0.0 25.9 0.0 0.0 27.6 8.3 6.7 Incr Delay (d2), s/veh 6.7 0.1 3.6 8.3 0.3 0.0 3.6 0.2 0.0 1.1 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.1 1.0 0.4 0.1 0.0 1.1 0.1 0.0 0.4 2.5 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.7 25.5 30.1 37.3 27.2 0.0 29.4 0.2 0.0 28.7 8.8 6.8 LnGrp LOS CCCDC CA CAA Approach Vol, veh/h 128 26 1444 1252 Approach Delay, s/veh 31.9 34.6 1.8 9.6 Approach LOS C C A A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.4 37.4 5.9 9.4 8.1 36.7 7.5 7.7 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 16.0 5.0 16.0 5.0 16.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.9 2.0 2.6 4.5 4.5 10.1 3.8 2.2 Green Ext Time (p_c), s 0.0 8.1 0.0 0.1 0.0 3.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 6.8 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 5.1-48 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 352 267 141 44 170 48 124 932 77 94 809 206 Future Volume (vph) 352 267 141 44 170 48 124 932 77 94 809 206 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1477 944 330 1623 Travel Time (s)33.6 21.5 7.5 36.9 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 Adj. Flow (vph)383 290 153 48 185 52 135 1013 84 102 879 224 Shared Lane Traffic (%) Lane Group Flow (vph) 383 290 153 48 185 52 135 1097 0 102 879 224 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)10.0 20.5 20.5 9.5 20.0 20.0 9.5 20.5 9.5 20.5 20.5 Total Split (%)16.7% 34.2% 34.2% 15.8% 33.3% 33.3% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 5.1-49 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 352 267 141 44 170 48 124 932 77 94 809 206 Future Volume (veh/h) 352 267 141 44 170 48 124 932 77 94 809 206 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 383 290 153 48 185 52 135 1013 84 102 879 224 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, %222222222222 Cap, veh/h 317 536 239 159 373 166 258 1502 124 235 2275 706 Arrive On Green 0.09 0.15 0.15 0.05 0.10 0.10 0.07 0.45 0.45 0.14 0.89 0.89 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3322 275 3456 5106 1585 Grp Volume(v), veh/h 383 290 153 48 185 52 135 542 555 102 879 224 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1821 1728 1702 1585 Q Serve(g_s), s 5.5 4.5 5.4 0.8 2.9 1.8 2.3 14.4 14.4 1.6 1.7 1.3 Cycle Q Clear(g_c), s 5.5 4.5 5.4 0.8 2.9 1.8 2.3 14.4 14.4 1.6 1.7 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 317 536 239 159 373 166 258 803 823 235 2275 706 V/C Ratio(X) 1.21 0.54 0.64 0.30 0.50 0.31 0.52 0.67 0.67 0.43 0.39 0.32 Avail Cap(c_a), veh/h 317 977 436 288 948 423 288 803 823 288 2275 706 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 27.2 23.6 24.0 27.7 25.4 24.9 26.7 13.0 13.0 24.9 1.9 1.9 Incr Delay (d2), s/veh 119.9 0.9 2.9 1.1 1.0 1.1 1.6 4.5 4.4 1.2 0.5 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 7.4 1.8 2.1 0.3 1.2 0.7 0.9 5.9 6.0 0.7 0.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 147.1 24.4 26.8 28.8 26.4 25.9 28.4 17.5 17.4 26.0 2.4 3.0 LnGrp LOS F CCCCCCBBCAA Approach Vol, veh/h 826 285 1232 1205 Approach Delay, s/veh 81.8 26.7 18.6 4.5 Approach LOS F C B A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.6 31.1 7.3 13.0 9.0 30.7 10.0 10.3 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.5 5.0 16.5 5.0 16.5 5.5 16.0 Max Q Clear Time (g_c+I1), s 3.6 16.4 2.8 7.4 4.3 3.7 7.5 4.9 Green Ext Time (p_c), s 0.0 0.0 0.0 1.6 0.0 5.6 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 29.2 HCM 6th LOS C 5.1-50 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 585 14 0 546 0 158 Future Volume (vph) 585 14 0 546 0 158 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft)90 90 Link Speed (mph)30 30 30 Link Distance (ft)1749 549 252 Travel Time (s)39.8 12.5 5.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)636 15 0 593 0 172 Shared Lane Traffic (%) Lane Group Flow (vph) 636 15 0 593 0 172 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-51 HCM 6th TWSC EAP (2024) PM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 585 14 0 546 0 158 Future Vol, veh/h 585 14 0 546 0 158 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 150 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 636 15 0 593 0 172 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 318 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.14 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver - - 0 - 0 578 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----578 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 13.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)578 - - - HCM Lane V/C Ratio 0.297 - - - HCM Control Delay (s) 13.8 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 1.2 - - - 5.1-52 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx APPENDIX 6.1: EAPC (2024) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS University Park Medical Center Traffic Analysis 14855-03 TA Report.docx This Page Intentionally Left Blank Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)57 586 49 185 776 89 41 45 74 110 34 55 Future Volume (vph)57 586 49 185 776 89 41 45 74 110 34 55 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)69 706 59 223 935 107 49 54 89 133 41 66 Shared Lane Traffic (%) Lane Group Flow (vph) 69 706 59 223 935 107 49 54 89 133 107 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.1 22.5 22.5 15.0 26.4 26.4 22.5 22.5 22.5 22.5 22.5 Total Split (%)18.5% 37.5% 37.5% 25.0% 44.0% 44.0% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 6.1-1 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 586 49 185 776 89 41 45 74 110 34 55 Future Volume (veh/h) 57 586 49 185 776 89 41 45 74 110 34 55 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 706 59 223 935 107 49 54 89 133 41 66 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 101 1654 510 269 2135 659 443 561 473 466 193 310 Arrive On Green 0.06 0.32 0.32 0.20 0.56 0.56 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 5106 1573 1781 5106 1576 1282 1870 1577 1240 643 1035 Grp Volume(v), veh/h 69 706 59 223 935 107 49 54 89 133 0 107 Grp Sat Flow(s),veh/h/ln 1781 1702 1573 1781 1702 1576 1282 1870 1577 1240 0 1678 Q Serve(g_s), s 2.3 6.5 1.6 7.2 6.4 2.0 1.8 1.2 2.5 5.2 0.0 2.9 Cycle Q Clear(g_c), s 2.3 6.5 1.6 7.2 6.4 2.0 4.6 1.2 2.5 6.4 0.0 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.62 Lane Grp Cap(c), veh/h 101 1654 510 269 2135 659 443 561 473 466 0 503 V/C Ratio(X) 0.68 0.43 0.12 0.83 0.44 0.16 0.11 0.10 0.19 0.29 0.00 0.21 Avail Cap(c_a), veh/h 196 1654 510 312 2135 659 443 561 473 466 0 503 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.59 0.59 0.59 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.8 15.9 14.2 23.2 9.2 8.2 17.4 15.1 15.6 17.5 0.0 15.7 Incr Delay (d2), s/veh 7.7 0.8 0.5 9.4 0.4 0.3 0.5 0.3 0.9 1.5 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.3 0.6 3.3 1.8 0.6 0.5 0.5 0.9 1.5 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.5 16.7 14.7 32.7 9.6 8.5 17.9 15.5 16.5 19.0 0.0 16.7 LnGrp LOS D B B C AABBBBAB Approach Vol, veh/h 834 1265 192 240 Approach Delay, s/veh 18.1 13.6 16.6 18.0 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.6 23.9 22.5 7.9 29.6 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 18.0 18.0 6.6 21.9 18.0 Max Q Clear Time (g_c+I1), s 9.2 8.5 8.4 4.3 8.4 6.6 Green Ext Time (p_c), s 0.1 3.3 0.7 0.0 5.4 0.5 Intersection Summary HCM 6th Ctrl Delay 15.7 HCM 6th LOS B 6.1-2 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)15 1461322811242390155 Future Volume (vph)15 1461322811242390155 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 150 175 55 0 Storage Lanes 0 0 0 0 1 1 1 0 Taper Length (ft)90 90 60 60 Link Speed (mph)30 30 35 35 Link Distance (ft)216 313 338 343 Travel Time (s)4.9 7.1 6.6 6.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)19 15814135142529114196 Shared Lane Traffic (%) Lane Group Flow (vph) 0 25 0 0 50 0 35 142 5 29 310 0 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-3 HCM 6th TWSC EAPC (2024) AM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 1461322811242390155 Future Vol, veh/h 15 1461322811242390155 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150-17555-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 2 22222222222 Mvmt Flow 19 15814135142529114196 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 506 487 212 485 580 142 310 0 0 147 0 0 Stage 1 270 270 - 212 212 ------- Stage 2 236 217 - 273 368 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 477 481 828 492 426 906 1250 - - 1435 - - Stage 1 736 686 - 790 727 ------- Stage 2 767 723 - 733 621 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 438 458 828 470 406 906 1250 - - 1435 - - Mov Cap-2 Maneuver 438 458 - 470 406 ------- Stage 1 715 672 - 768 707 ------- Stage 2 711 703 - 712 609 ------- Approach EB WB NB SB HCM Control Delay, s 12.8 10 1.5 0.6 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1250 - - 485 772 1435 - - HCM Lane V/C Ratio 0.028 - - 0.052 0.064 0.02 - - HCM Control Delay (s) 8 - - 12.8 10 7.6 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.2 0.1 - - 6.1-4 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)71 137 123 74 54 45 Future Volume (vph)71 137 123 74 54 45 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)803 445 338 Travel Time (s)13.7 7.6 6.6 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 Adj. Flow (vph)97 188 168 101 74 62 Shared Lane Traffic (%) Lane Group Flow (vph) 0 285 269 0 136 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-5 HCM 6th Roundabout EAPC (2024) AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.7 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 285 269 136 Demand Flow Rate, veh/h 291 274 138 Vehicles Circulating, veh/h 75 99 171 Vehicles Exiting, veh/h 234 267 202 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.9 4.9 4.2 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 291 274 138 Cap Entry Lane, veh/h 1278 1247 1159 Entry HV Adj Factor 0.980 0.980 0.986 Flow Entry, veh/h 285 269 136 Cap Entry, veh/h 1253 1223 1142 V/C Ratio 0.228 0.220 0.119 Control Delay, s/veh 4.9 4.9 4.2 LOS A A A 95th %tile Queue, veh 1 1 0 6.1-6 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 182 32 10 116 42 50 1 18 8 1 11 Future Volume (vph)28 182 32 10 116 42 50 1 18 8 1 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 120 130 0 100 0 0 0 Storage Lanes 1 1 1 0 1 0 0 0 Taper Length (ft)60 65 60 90 Link Speed (mph)40 40 35 30 Link Distance (ft)755 803 448 197 Travel Time (s)12.9 13.7 8.7 4.5 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Adj. Flow (vph)37 239 42 13 153 55 66 1 24 11 1 14 Shared Lane Traffic (%) Lane Group Flow (vph) 37 239 42 13 208 0 66 25 0 0 26 0 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-7 HCM 6th TWSC EAPC (2024) AM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 182 32 10 116 42 50 1 18 8 1 11 Future Vol, veh/h 28 182 32 10 116 42 50 1 18 8 1 11 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - 120 130 - - 100 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 76 76 76 76 76 76 76 76 76 76 76 76 Heavy Vehicles, % 2 22222222222 Mvmt Flow 37 239 42 13 153 55 66 1 24 11 1 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 208 0 0 281 0 0 527 547 239 554 562 181 Stage 1 ------313313-207207- Stage 2 ------214234-347355- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1363 - - 1282 - - 462 445 800 443 436 862 Stage 1 ------698657-795731- Stage 2 ------788711-669630- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1363 - - 1282 - - 440 429 800 417 420 862 Mov Cap-2 Maneuver ------440429-417420- Stage 1 ------679639-774724- Stage 2 ------766704-630613- Approach EB WB NB SB HCM Control Delay, s 0.9 0.5 13.3 11.5 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)440 765 1363 - - 1282 - - 583 HCM Lane V/C Ratio 0.15 0.033 0.027 - - 0.01 - - 0.045 HCM Control Delay (s) 14.6 9.9 7.7 - - 7.8 - - 11.5 HCM Lane LOS B A A - - A - - B HCM 95th %tile Q(veh) 0.5 0.1 0.1 - - 0 - - 0.1 6.1-8 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)13 148 147 53 68 31 Future Volume (vph)13 148 147 53 68 31 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)711 644 595 Travel Time (s)12.1 11.0 11.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)14 157 156 56 72 33 Shared Lane Traffic (%) Lane Group Flow (vph) 0 171 212 0 105 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-9 HCM 6th Roundabout EAPC (2024) AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.0 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 171 212 105 Demand Flow Rate, veh/h 174 216 107 Vehicles Circulating, veh/h 73 14 159 Vehicles Exiting, veh/h 193 233 71 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.0 4.0 3.9 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 174 216 107 Cap Entry Lane, veh/h 1281 1360 1173 Entry HV Adj Factor 0.982 0.981 0.981 Flow Entry, veh/h 171 212 105 Cap Entry, veh/h 1258 1334 1151 V/C Ratio 0.136 0.159 0.091 Control Delay, s/veh 4.0 4.0 3.9 LOS A A A 95th %tile Queue, veh 0 1 0 6.1-10 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)4 45 13 14 36 113 5 79 30 99 51 2 Future Volume (vph)4 45 13 14 36 113 5 79 30 99 51 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)35 35 40 40 Link Distance (ft)974 473 829 921 Travel Time (s)19.0 9.2 14.1 15.7 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Adj. Flow (vph)6 66 19 21 53 166 7 116 44 146 75 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 91 0 0 240 0 0 167 0 0 224 0 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-11 HCM 6th Roundabout EAPC (2024) AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 91 240 167 224 Demand Flow Rate, veh/h 92 244 170 228 Vehicles Circulating, veh/h 246 131 222 82 Vehicles Exiting, veh/h 64 261 116 293 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.1 4.8 4.7 4.4 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 92 244 170 228 Cap Entry Lane, veh/h 1074 1207 1100 1269 Entry HV Adj Factor 0.986 0.983 0.981 0.980 Flow Entry, veh/h 91 240 167 224 Cap Entry, veh/h 1058 1187 1079 1244 V/C Ratio 0.086 0.202 0.155 0.180 Control Delay, s/veh 4.1 4.8 4.7 4.4 LOS AAAA 95th %tile Queue, veh 0111 6.1-12 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1369 0 136 0 391 499 0 451 61 Future Volume (vph)0 0 0 1369 0 136 0 391 499 0 451 61 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 10.9 9.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)0 0 0 1733 0 172 0 495 632 0 571 77 Shared Lane Traffic (%) Lane Group Flow (vph)00001733 172 0 495 632 0 648 0 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)97.0 97.0 97.0 23.0 23.0 Total Split (%)80.8% 80.8% 80.8% 19.2%19.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 6.1-13 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 1369 0 136 0 391 499 0 451 61 Future Volume (veh/h) 0 0 0 1369 0 136 0 391 499 0 451 61 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1733 0 172 0 495 0 0 571 77 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222022022 Cap, veh/h 1373 0 1222 0 548 0 703 93 Arrive On Green 0.77 0.00 0.77 0.00 0.26 0.00 0.00 0.15 0.15 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4727 606 Grp Volume(v), veh/h 1733 0 172 0 495 0 0 424 224 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1761 Q Serve(g_s), s 92.5 0.0 3.3 0.0 16.2 0.0 0.0 14.5 14.8 Cycle Q Clear(g_c), s 92.5 0.0 3.3 0.0 16.2 0.0 0.0 14.5 14.8 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.34 Lane Grp Cap(c), veh/h 1373 0 1222 0 548 0 525 272 V/C Ratio(X)1.26 0.00 0.14 0.00 0.90 0.00 0.81 0.82 Avail Cap(c_a), veh/h 1373 0 1222 0 548 0 525 272 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.58 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 13.8 0.0 3.5 0.0 43.7 0.0 0.0 49.0 49.2 Incr Delay (d2), s/veh 124.0 0.0 0.1 0.0 13.6 0.0 0.0 12.6 23.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 75.7 0.0 0.9 0.0 7.3 0.0 0.0 7.0 8.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 137.7 0.0 3.6 0.0 57.3 0.0 0.0 61.7 73.0 LnGrp LOS F AAAE AEE Approach Vol, veh/h 1905 495 648 Approach Delay, s/veh 125.6 57.3 65.6 Approach LOS F E E Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 23.0 23.0 97.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 18.5 92.5 Max Q Clear Time (g_c+I1), s 18.2 16.8 94.5 Green Ext Time (p_c), s 0.1 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 101.7 HCM 6th LOS F Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 6.1-14 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\102 - EAPC_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1369 0 136 0 391 499 0 451 61 Future Volume (vph)0 0 0 1369 0 136 0 391 499 0 451 61 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 1 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 10.9 9.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)0 0 0 1733 0 172 0 495 632 0 571 77 Shared Lane Traffic (%)44% Lane Group Flow (vph) 0 0 0 970 935 0 0 495 632 0 648 0 Turn Type Split NA NA Free NA Protected Phases 8 8 2 6 Permitted Phases Free Detector Phase 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 Total Split (s)91.0 91.0 29.0 29.0 Total Split (%)75.8% 75.8%24.2%24.2% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 6.1-15 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\102 - EAPC_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 1369 0 136 0 391 499 0 451 61 Future Volume (veh/h) 0 0 0 1369 0 136 0 391 499 0 451 61 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1894 0 0 0 495 0 0 571 77 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222022022 Cap, veh/h 2077 1090 0 0 1216 0 1560 207 Arrive On Green 0.58 0.00 0.00 0.00 0.57 0.00 0.00 0.34 0.34 Sat Flow, veh/h 3563 1870 0 0 3647 1585 0 4727 606 Grp Volume(v), veh/h 1894 0 0 0 495 0 0 424 224 Grp Sat Flow(s),veh/h/ln 1781 1870 0 0 1777 1585 0 1702 1761 Q Serve(g_s), s 56.8 0.0 0.0 0.0 9.3 0.0 0.0 11.2 11.5 Cycle Q Clear(g_c), s 56.8 0.0 0.0 0.0 9.3 0.0 0.0 11.2 11.5 Prop In Lane 1.00 0.00 0.00 1.00 0.00 0.34 Lane Grp Cap(c), veh/h 2077 1090 0 0 1216 0 1165 603 V/C Ratio(X)0.91 0.00 0.00 0.00 0.41 0.00 0.36 0.37 Avail Cap(c_a), veh/h 2568 1348 0 0 1216 0 1165 603 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 0.00 0.87 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.3 0.0 0.0 0.0 18.9 0.0 0.0 29.7 29.7 Incr Delay (d2), s/veh 4.7 0.0 0.0 0.0 0.9 0.0 0.0 0.9 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 23.6 0.0 0.0 0.0 3.5 0.0 0.0 4.7 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.0 0.0 0.0 0.0 19.8 0.0 0.0 30.6 31.5 LnGrp LOS C AAAB ACC Approach Vol, veh/h 1894 495 648 Approach Delay, s/veh 27.0 19.8 30.9 Approach LOS C B C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 45.6 45.6 74.4 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 24.5 86.5 Max Q Clear Time (g_c+I1), s 11.3 13.5 58.8 Green Ext Time (p_c), s 2.6 3.0 11.1 Intersection Summary HCM 6th Ctrl Delay 26.7 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 6.1-16 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 117 1 1038 0000774459881732 0 Future Volume (vph) 117 1 1038 0000774459881732 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 14.8 10.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)138 1 1221 00009115401042038 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 138 612 610 00001451 0 104 2038 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)27.3 27.3 27.3 23.1 9.6 32.7 Total Split (%)45.5% 45.5% 45.5%38.5% 16.0% 54.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 6.1-17 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 1 1038 0000774459881732 0 Future Volume (veh/h) 117 1 1038 0000774459881732 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 138 0 1222 0 911 540 104 2038 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 677 0 1205 0 1089 507 134 2400 0 Arrive On Green 0.38 0.00 0.38 0.00 0.32 0.32 0.05 0.31 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 138 0 1222 0 911 540 104 2038 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 3.1 0.0 22.8 0.0 14.9 19.2 3.5 22.4 0.0 Cycle Q Clear(g_c), s 3.1 0.0 22.8 0.0 14.9 19.2 3.5 22.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 677 0 1205 0 1089 507 134 2400 0 V/C Ratio(X)0.20 0.00 1.01 0.00 0.84 1.06 0.78 0.85 0.00 Avail Cap(c_a), veh/h 677 0 1205 0 1089 507 151 2400 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.45 0.45 0.00 Uniform Delay (d), s/veh 12.5 0.0 18.6 0.0 18.9 20.4 28.0 18.6 0.0 Incr Delay (d2), s/veh 0.1 0.0 29.6 0.0 7.6 58.2 9.9 1.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 12.2 0.0 6.3 14.3 1.8 9.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.6 0.0 48.2 0.0 26.6 78.6 37.9 20.4 0.0 LnGrp LOS B A F A C F D C A Approach Vol, veh/h 1360 1451 2142 Approach Delay, s/veh 44.6 45.9 21.3 Approach LOS D D C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.0 23.7 27.3 32.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 18.6 22.8 28.2 Max Q Clear Time (g_c+I1), s 5.5 21.2 24.8 24.4 Green Ext Time (p_c), s 0.0 0.0 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 34.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 6.1-18 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\102 - EAPC_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 117 1 1038 0000774459881732 0 Future Volume (vph) 117 1 1038 0000774459881732 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 1 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 14.8 10.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)138 1 1221 00009115401042038 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 138 612 610 00009115401042038 0 Turn Type Split NA Perm NA Perm Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 2 Detector Phase 4 4 4 2216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)27.3 27.3 27.3 23.1 23.1 9.6 32.7 Total Split (%)45.5% 45.5% 45.5%38.5% 38.5% 16.0% 54.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 6.1-19 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\102 - EAPC_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 1 1038 0000774459881732 0 Future Volume (veh/h) 117 1 1038 0000774459881732 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 138 0 1222 0 911 540 104 2038 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 677 0 1205 0 1636 508 133 2400 0 Arrive On Green 0.38 0.00 0.38 0.00 0.32 0.32 0.07 0.47 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 1781 5274 0 Grp Volume(v), veh/h 138 0 1222 0 911 540 104 2038 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 3.1 0.0 22.8 0.0 8.9 19.2 3.4 21.1 0.0 Cycle Q Clear(g_c), s 3.1 0.0 22.8 0.0 8.9 19.2 3.4 21.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 677 0 1205 0 1636 508 133 2400 0 V/C Ratio(X)0.20 0.00 1.01 0.00 0.56 1.06 0.78 0.85 0.00 Avail Cap(c_a), veh/h 677 0 1205 0 1636 508 151 2400 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.62 0.62 0.00 Uniform Delay (d), s/veh 12.5 0.0 18.6 0.0 16.9 20.4 27.3 14.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 29.6 0.0 1.4 57.9 13.5 2.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 12.2 0.0 3.2 14.3 1.9 7.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.6 0.0 48.2 0.0 18.2 78.3 40.7 16.5 0.0 LnGrp LOS B A F A B F D B A Approach Vol, veh/h 1360 1451 2142 Approach Delay, s/veh 44.6 40.6 17.7 Approach LOS D D B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.0 23.7 27.3 32.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 18.6 22.8 28.2 Max Q Clear Time (g_c+I1), s 5.4 21.2 24.8 23.1 Green Ext Time (p_c), s 0.0 0.0 0.0 4.5 Intersection Summary HCM 6th Ctrl Delay 31.8 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 6.1-20 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 465 179 172 35 296 133 165 622 29 178 1586 607 Future Volume (vph) 465 179 172 35 296 133 165 622 29 178 1586 607 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)554 213 205 42 352 158 196 740 35 212 1888 723 Shared Lane Traffic (%) Lane Group Flow (vph) 554 213 205 42 352 158 196 740 35 212 1888 723 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)28.0 41.0 9.5 22.5 22.5 14.0 52.2 52.2 17.3 55.5 55.5 Total Split (%)23.3% 34.2% 7.9% 18.8% 18.8% 11.7% 43.5% 43.5% 14.4% 46.3% 46.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 6.1-21 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 465 179 172 35 296 133 165 622 29 178 1586 607 Future Volume (veh/h) 465 179 172 35 296 133 165 622 29 178 1586 607 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 554 213 0 42 352 158 196 740 35 212 1888 723 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %222222222222 Cap, veh/h 610 968 108 452 199 251 2388 739 272 2417 748 Arrive On Green 0.29 0.45 0.00 0.03 0.13 0.13 0.07 0.47 0.47 0.08 0.47 0.47 Sat Flow, veh/h 3456 3554 1585 3456 3554 1566 3456 5106 1580 3456 5106 1580 Grp Volume(v), veh/h 554 213 0 42 352 158 196 740 35 212 1888 723 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1566 1728 1702 1580 1728 1702 1580 Q Serve(g_s), s 18.5 4.4 0.0 1.4 11.5 11.7 6.7 10.8 1.4 7.2 37.1 53.3 Cycle Q Clear(g_c), s 18.5 4.4 0.0 1.4 11.5 11.7 6.7 10.8 1.4 7.2 37.1 53.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 610 968 108 452 199 251 2388 739 272 2417 748 V/C Ratio(X)0.91 0.22 0.39 0.78 0.79 0.78 0.31 0.05 0.78 0.78 0.97 Avail Cap(c_a), veh/h 677 1081 144 533 235 274 2388 739 369 2417 748 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.92 0.92 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.4 25.0 0.0 57.0 50.7 50.8 54.7 19.9 17.4 54.3 26.4 30.7 Incr Delay (d2), s/veh 14.2 0.1 0.0 2.2 6.2 14.5 12.5 0.3 0.1 7.3 2.6 25.7 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 8.0 1.8 0.0 0.6 5.3 5.3 3.2 4.0 0.5 3.3 14.1 23.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.6 25.1 0.0 59.2 56.9 65.4 67.2 20.2 17.5 61.6 29.0 56.3 LnGrp LOS E C EEEECBECE Approach Vol, veh/h 767 552 971 2823 Approach Delay, s/veh 47.1 59.5 29.6 38.4 Approach LOS D E C D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.9 60.6 8.3 37.2 13.2 61.3 25.7 19.8 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 12.8 47.7 5.0 36.5 9.5 51.0 23.5 18.0 Max Q Clear Time (g_c+I1), s 9.2 12.8 3.4 6.4 8.7 55.3 20.5 13.7 Green Ext Time (p_c), s 0.2 5.0 0.0 1.3 0.0 0.0 0.7 1.0 Intersection Summary HCM 6th Ctrl Delay 40.3 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 6.1-22 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)57 75 57 24 45 39 82 841 69 228 1619 36 Future Volume (vph)57 75 57 24 45 39 82 841 69 228 1619 36 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)35 35 55 55 Link Distance (ft)473 452 1623 476 Travel Time (s)9.2 8.8 20.1 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)63 83 63 27 50 43 91 934 77 253 1799 40 Shared Lane Traffic (%) Lane Group Flow (vph) 63 83 63 27 50 43 91 934 77 253 1799 40 Turn Type Prot NA Perm Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.6 9.9 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 34.3% 16.5% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 6.1-23 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 75 57 24 45 39 82 841 69 228 1619 36 Future Volume (veh/h) 57 75 57 24 45 39 82 841 69 228 1619 36 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 63 83 63 27 50 0 91 934 0 253 1799 40 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 96 166 141 54 122 116 2591 311 2718 844 Arrive On Green 0.05 0.09 0.09 0.03 0.07 0.00 0.13 1.00 0.00 0.09 0.53 0.53 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 63 83 63 27 50 0 91 934 0 253 1799 40 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 2.1 2.5 2.3 0.9 1.5 0.0 3.0 0.0 0.0 4.3 15.3 0.7 Cycle Q Clear(g_c), s 2.1 2.5 2.3 0.9 1.5 0.0 3.0 0.0 0.0 4.3 15.3 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 96 166 141 54 122 116 2591 311 2718 844 V/C Ratio(X)0.65 0.50 0.45 0.50 0.41 0.79 0.36 0.81 0.66 0.05 Avail Cap(c_a), veh/h 148 499 423 148 499 148 2591 311 2718 844 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.73 0.73 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.8 26.1 25.9 28.6 26.9 0.0 25.7 0.0 0.0 26.8 10.1 6.7 Incr Delay (d2), s/veh 7.2 2.3 2.2 7.1 2.2 0.0 14.2 0.3 0.0 15.1 1.3 0.1 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 1.0 1.2 0.9 0.5 0.7 0.0 1.5 0.1 0.0 2.2 3.8 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.1 28.4 28.1 35.7 29.2 0.0 39.9 0.3 0.0 41.9 11.4 6.8 LnGrp LOS DCCDC DA DBA Approach Vol, veh/h 209 77 1025 2092 Approach Delay, s/veh 30.3 31.5 3.8 15.0 Approach LOS C C A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.9 34.4 6.3 9.3 8.4 35.9 7.8 7.9 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.4 16.6 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 6.3 2.0 2.9 4.5 5.0 17.3 4.1 3.5 Green Ext Time (p_c), s 0.0 4.9 0.0 0.4 0.0 0.0 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 6.1-24 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 250 171 123 64 269 77 104 710 53 68 1164 458 Future Volume (vph) 250 171 123 64 269 77 104 710 53 68 1164 458 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1477 944 330 1623 Travel Time (s)20.1 12.9 4.1 20.1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)275 188 135 70 296 85 114 780 58 75 1279 503 Shared Lane Traffic (%) Lane Group Flow (vph) 275 188 135 70 296 85 114 838 0 75 1279 503 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 5.0 5.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (%)15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0.5 (1%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 6.1-25 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 250 171 123 64 269 77 104 710 53 68 1164 458 Future Volume (veh/h) 250 171 123 64 269 77 104 710 53 68 1164 458 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 275 188 135 70 296 85 114 780 58 75 1279 503 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 288 568 254 198 476 212 245 1475 110 205 2188 679 Arrive On Green 0.08 0.16 0.16 0.06 0.13 0.13 0.07 0.44 0.44 0.12 0.86 0.86 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3353 249 3456 5106 1585 Grp Volume(v), veh/h 275 188 135 70 296 85 114 413 425 75 1279 503 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1825 1728 1702 1585 Q Serve(g_s), s 4.8 2.8 4.7 1.2 4.7 2.9 1.9 10.2 10.2 1.2 4.3 7.5 Cycle Q Clear(g_c), s 4.8 2.8 4.7 1.2 4.7 2.9 1.9 10.2 10.2 1.2 4.3 7.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 288 568 254 198 476 212 245 782 803 205 2188 679 V/C Ratio(X) 0.95 0.33 0.53 0.35 0.62 0.40 0.47 0.53 0.53 0.37 0.58 0.74 Avail Cap(c_a), veh/h 288 977 436 288 977 436 288 782 803 288 2188 679 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.68 Uniform Delay (d), s/veh 27.4 22.4 23.1 27.2 24.5 23.8 26.8 12.3 12.3 25.4 2.8 3.0 Incr Delay (d2), s/veh 40.8 0.3 1.7 1.1 1.3 1.2 1.4 2.6 2.5 0.7 0.8 4.9 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 3.3 1.0 1.6 0.5 1.8 1.0 0.7 3.4 3.5 0.4 0.8 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.2 22.7 24.9 28.3 25.9 25.0 28.2 14.8 14.8 26.1 3.5 7.9 LnGrp LOS E CCCCCCBBCAA Approach Vol, veh/h 598 451 952 1857 Approach Delay, s/veh 44.1 26.1 16.4 5.6 Approach LOS D C B A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 30.4 7.9 13.6 8.8 29.7 9.5 12.0 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.5 5.0 16.5 5.0 16.5 5.0 16.5 Max Q Clear Time (g_c+I1), s 3.2 12.2 3.2 6.7 3.9 9.5 6.8 6.7 Green Ext Time (p_c), s 0.0 1.8 0.0 1.0 0.0 4.9 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 6.1-26 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 654 28 0 872 0 38 Future Volume (vph) 654 28 0 872 0 38 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft)90 90 Link Speed (mph)40 40 30 Link Distance (ft)1749 549 252 Travel Time (s)29.8 9.4 5.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)711 30 0 948 0 41 Shared Lane Traffic (%) Lane Group Flow (vph) 711 30 0 948 0 41 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-27 HCM 6th TWSC EAPC (2024) AM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 654 28 0 872 0 38 Future Vol, veh/h 654 28 0 872 0 38 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 150 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 711 30 0 948 0 41 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 356 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.14 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver - - 0 - 0 547 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----547 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 12.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)547 - - - HCM Lane V/C Ratio 0.076 - - - HCM Control Delay (s) 12.1 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.2 - - - 6.1-28 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)95 1031 49 131 784 155 121 54 123 189 56 107 Future Volume (vph)95 1031 49 131 784 155 121 54 123 189 56 107 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)104 1133 54 144 862 170 133 59 135 208 62 118 Shared Lane Traffic (%) Lane Group Flow (vph) 104 1133 54 144 862 170 133 59 135 208 180 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)13.6 23.5 23.5 14.0 23.9 23.9 22.5 22.5 22.5 22.5 22.5 Total Split (%)22.7% 39.2% 39.2% 23.3% 39.8% 39.8% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 6.1-29 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 1031 49 131 784 155 121 54 123 189 56 107 Future Volume (veh/h) 95 1031 49 131 784 155 121 54 123 189 56 107 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 104 1133 54 144 862 170 133 59 135 208 62 118 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 135 1898 585 184 2040 629 378 561 473 448 172 328 Arrive On Green 0.08 0.37 0.37 0.10 0.40 0.40 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 5106 1574 1781 5106 1575 1200 1870 1577 1185 574 1093 Grp Volume(v), veh/h 104 1133 54 144 862 170 133 59 135 208 0 180 Grp Sat Flow(s),veh/h/ln 1781 1702 1574 1781 1702 1575 1200 1870 1577 1185 0 1667 Q Serve(g_s), s 3.4 10.8 1.3 4.7 7.3 4.4 5.9 1.4 3.9 9.2 0.0 5.1 Cycle Q Clear(g_c), s 3.4 10.8 1.3 4.7 7.3 4.4 11.0 1.4 3.9 10.6 0.0 5.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.66 Lane Grp Cap(c), veh/h 135 1898 585 184 2040 629 378 561 473 448 0 500 V/C Ratio(X) 0.77 0.60 0.09 0.78 0.42 0.27 0.35 0.11 0.29 0.46 0.00 0.36 Avail Cap(c_a), veh/h 270 1898 585 282 2040 629 378 561 473 448 0 500 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 0.67 0.67 0.67 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.2 15.2 12.3 26.2 13.0 12.1 20.8 15.2 16.1 19.0 0.0 16.5 Incr Delay (d2), s/veh 9.0 1.4 0.3 5.2 0.4 0.7 2.6 0.4 1.5 3.4 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 3.7 0.4 2.1 2.4 1.4 1.8 0.6 1.5 2.7 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.3 16.6 12.6 31.4 13.4 12.8 23.3 15.6 17.6 22.4 0.0 18.5 LnGrp LOS D B B C B B C B B C A B Approach Vol, veh/h 1291 1176 327 388 Approach Delay, s/veh 18.0 15.6 19.6 20.6 Approach LOS B B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.7 26.8 22.5 9.0 28.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 19.0 18.0 9.1 19.4 18.0 Max Q Clear Time (g_c+I1), s 6.7 12.8 12.6 5.4 9.3 13.0 Green Ext Time (p_c), s 0.1 3.7 0.9 0.1 4.4 0.6 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B 6.1-30 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)63 1 16 9 1 62 14 172 10 18 143 75 Future Volume (vph)63 1 16 9 1 62 14 172 10 18 143 75 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 150 175 55 0 Storage Lanes 0 0 0 0 1 1 1 0 Taper Length (ft)90 90 60 60 Link Speed (mph)30 30 30 30 Link Distance (ft)216 313 338 343 Travel Time (s)4.9 7.1 7.7 7.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)67 1 17 10 1 66 15 183 11 19 152 80 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 0 0 77 0 15 183 11 19 232 0 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-31 HCM 6th TWSC EAPC (2024) PM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 63 1 16 9 1 62 14 172 10 18 143 75 Future Vol, veh/h 63 1 16 9 1 62 14 172 10 18 143 75 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150-17555-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 67 1 17 10 1 66 15 183 11 19 152 80 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 482 454 192 452 483 183 232 0 0 194 0 0 Stage 1 230 230 - 213 213 ------- Stage 2 252 224 - 239 270 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 495 502 850 518 483 859 1336 - - 1379 - - Stage 1 773 714 - 789 726 ------- Stage 2 752 718 - 764 686 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 447 489 850 497 471 859 1336 - - 1379 - - Mov Cap-2 Maneuver 447 489 - 497 471 ------- Stage 1 764 704 - 780 718 ------- Stage 2 685 710 - 737 676 ------- Approach EB WB NB SB HCM Control Delay, s 13.8 10.1 0.6 0.6 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1336 - - 494 779 1379 - - HCM Lane V/C Ratio 0.011 - - 0.172 0.098 0.014 - - HCM Control Delay (s) 7.7 - - 13.8 10.1 7.6 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.6 0.3 0 - - 6.1-32 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)66 181 172 130 91 77 Future Volume (vph)66 181 172 130 91 77 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)803 445 338 Travel Time (s)18.3 10.1 7.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)73 201 191 144 101 86 Shared Lane Traffic (%) Lane Group Flow (vph) 0 274 335 0 187 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-33 HCM 6th Roundabout EAPC (2024) PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 5.0 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 274 335 187 Demand Flow Rate, veh/h 279 342 191 Vehicles Circulating, veh/h 103 74 195 Vehicles Exiting, veh/h 283 308 221 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.9 5.3 4.8 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 279 342 191 Cap Entry Lane, veh/h 1242 1280 1131 Entry HV Adj Factor 0.982 0.980 0.979 Flow Entry, veh/h 274 335 187 Cap Entry, veh/h 1220 1254 1107 V/C Ratio 0.225 0.267 0.169 Control Delay, s/veh 4.9 5.3 4.8 LOS A A A 95th %tile Queue, veh 1 1 1 6.1-34 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)14 199 45 19 211 20 39 1 17 32 1 47 Future Volume (vph)14 199 45 19 211 20 39 1 17 32 1 47 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 120 130 0 100 0 0 0 Storage Lanes 1 1 1 0 1 0 0 0 Taper Length (ft)60 65 60 90 Link Speed (mph)30 30 30 30 Link Distance (ft)755 803 448 197 Travel Time (s)17.2 18.3 10.2 4.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)15 212 48 20 224 21 41 1 18 34 1 50 Shared Lane Traffic (%) Lane Group Flow (vph) 15 212 48 20 245 0 41 19 0 0 85 0 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-35 HCM 6th TWSC EAPC (2024) PM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 199 45 19 211 20 39 1 17 32 1 47 Future Vol, veh/h 14 199 45 19 211 20 39 1 17 32 1 47 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - 120 130 - - 100 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 15 212 48 20 224 21 41 1 18 34 1 50 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 245 0 0 260 0 0 542 527 212 551 565 235 Stage 1 ------242242-275275- Stage 2 ------300285-276290- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1321 - - 1304 - - 451 456 828 445 434 804 Stage 1 ------762705-731683- Stage 2 ------709676-730672- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1321 - - 1304 - - 414 444 828 426 423 804 Mov Cap-2 Maneuver ------414444-426423- Stage 1 ------754697-723673- Stage 2 ------654666-705665- Approach EB WB NB SB HCM Control Delay, s 0.4 0.6 13.1 12.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)414 790 1321 - - 1304 - - 588 HCM Lane V/C Ratio 0.1 0.024 0.011 - - 0.016 - - 0.145 HCM Control Delay (s) 14.7 9.7 7.8 - - 7.8 - - 12.2 HCM Lane LOS B A A - - A - - B HCM 95th %tile Q(veh) 0.3 0.1 0 - - 0 - - 0.5 6.1-36 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)13 184 166 112 88 14 Future Volume (vph)13 184 166 112 88 14 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)711 644 595 Travel Time (s)16.2 14.6 13.5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)15 207 187 126 99 16 Shared Lane Traffic (%) Lane Group Flow (vph) 0 222 313 0 115 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-37 HCM 6th Roundabout EAPC (2024) PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.5 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 222 313 115 Demand Flow Rate, veh/h 226 320 117 Vehicles Circulating, veh/h 101 15 191 Vehicles Exiting, veh/h 207 312 144 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.5 4.7 4.1 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 226 320 117 Cap Entry Lane, veh/h 1245 1359 1136 Entry HV Adj Factor 0.982 0.979 0.983 Flow Entry, veh/h 222 313 115 Cap Entry, veh/h 1222 1330 1116 V/C Ratio 0.182 0.235 0.103 Control Delay, s/veh 4.5 4.7 4.1 LOS A A A 95th %tile Queue, veh 1 1 0 6.1-38 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)6 36 9 31 54 203 13 89 22 158 110 5 Future Volume (vph)6 36 9 31 54 203 13 89 22 158 110 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)30 30 30 30 Link Distance (ft)974 473 829 921 Travel Time (s)22.1 10.8 18.8 20.9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)7 43 11 37 65 245 16 107 27 190 133 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 61 0 0 347 0 0 150 0 0 329 0 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-39 HCM 6th Roundabout EAPC (2024) PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 5.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 61 347 150 329 Demand Flow Rate, veh/h 62 354 153 336 Vehicles Circulating, veh/h 368 132 245 120 Vehicles Exiting, veh/h 88 266 185 366 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.4 5.8 4.7 5.5 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 62 354 153 336 Cap Entry Lane, veh/h 948 1206 1075 1221 Entry HV Adj Factor 0.986 0.979 0.979 0.980 Flow Entry, veh/h 61 347 150 329 Cap Entry, veh/h 935 1181 1053 1197 V/C Ratio 0.065 0.294 0.142 0.275 Control Delay, s/veh 4.4 5.8 4.7 5.5 LOS AAAA 95th %tile Queue, veh 0101 6.1-40 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 623 0 82 0 763 988 0 300 88 Future Volume (vph)0 0 0 623 0 82 0 763 988 0 300 88 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 12.8 11.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 0 0 670 0 88 0 820 1062 0 323 95 Shared Lane Traffic (%) Lane Group Flow (vph)00006708808201062 0 418 0 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)35.0 35.0 35.0 25.0 25.0 Total Split (%)58.3% 58.3% 58.3% 41.7%41.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 6.1-41 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 623 0 82 0 763 988 0 300 88 Future Volume (veh/h) 0 0 0 623 0 82 0 763 988 0 300 88 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 670 0 88 0 820 0 0 323 95 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222022022 Cap, veh/h 764 0 680 0 1497 0 1670 468 Arrive On Green 0.43 0.00 0.43 0.00 0.56 0.00 0.00 0.42 0.42 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4132 1111 Grp Volume(v), veh/h 670 0 88 0 820 0 0 275 143 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1670 Q Serve(g_s), s 20.7 0.0 2.0 0.0 8.8 0.0 0.0 3.1 3.2 Cycle Q Clear(g_c), s 20.7 0.0 2.0 0.0 8.8 0.0 0.0 3.1 3.2 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.67 Lane Grp Cap(c), veh/h 764 0 680 0 1497 0 1434 704 V/C Ratio(X)0.88 0.00 0.13 0.00 0.55 0.00 0.19 0.20 Avail Cap(c_a), veh/h 905 0 806 0 1497 0 1434 704 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.28 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.7 0.0 10.4 0.0 9.6 0.0 0.0 10.9 11.0 Incr Delay (d2), s/veh 8.6 0.0 0.1 0.0 0.4 0.0 0.0 0.3 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 %ile BackOfQ(50%),veh/ln 9.0 0.0 0.6 0.0 2.6 0.0 0.0 1.1 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.3 0.0 10.5 0.0 10.0 0.0 0.0 11.2 11.6 LnGrp LOS C ABAA ABB Approach Vol, veh/h 758 820 418 Approach Delay, s/veh 22.7 10.0 11.4 Approach LOS C A B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 29.8 29.8 30.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 20.5 30.5 Max Q Clear Time (g_c+I1), s 10.8 5.2 22.7 Green Ext Time (p_c), s 3.9 2.3 3.1 Intersection Summary HCM 6th Ctrl Delay 15.1 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 6.1-42 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\102 - EAPC_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 623 0 82 0 763 988 0 300 88 Future Volume (vph)0 0 0 623 0 82 0 763 988 0 300 88 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 1 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 12.8 11.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 0 0 670 0 88 0 820 1062 0 323 95 Shared Lane Traffic (%)43% Lane Group Flow (vph) 0 0 0 382 376 0 0 820 1062 0 418 0 Turn Type Split NA NA Free NA Protected Phases 8 8 2 6 Permitted Phases Free Detector Phase 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 Total Split (s)31.0 31.0 29.0 29.0 Total Split (%)51.7% 51.7%48.3%48.3% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 6.1-43 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\102 - EAPC_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 623 0 82 0 763 988 0 300 88 Future Volume (veh/h) 0 0 0 623 0 82 0 763 988 0 300 88 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 752 0 0 0 820 0 0 323 95 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222022022 Cap, veh/h 962 505 0 0 2061 0 2298 644 Arrive On Green 0.27 0.00 0.00 0.00 0.58 0.00 0.00 0.58 0.58 Sat Flow, veh/h 3563 1870 0 0 3647 1585 0 4132 1111 Grp Volume(v), veh/h 752 0 0 0 820 0 0 275 143 Grp Sat Flow(s),veh/h/ln 1781 1870 0 0 1777 1585 0 1702 1670 Q Serve(g_s), s 11.7 0.0 0.0 0.0 7.6 0.0 0.0 2.2 2.4 Cycle Q Clear(g_c), s 11.7 0.0 0.0 0.0 7.6 0.0 0.0 2.2 2.4 Prop In Lane 1.00 0.00 0.00 1.00 0.00 0.67 Lane Grp Cap(c), veh/h 962 505 0 0 2061 0 1974 969 V/C Ratio(X)0.78 0.00 0.00 0.00 0.40 0.00 0.14 0.15 Avail Cap(c_a), veh/h 1573 826 0 0 2061 0 1974 969 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 0.00 0.79 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 0.0 0.0 0.0 6.9 0.0 0.0 5.8 5.8 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.5 0.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 4.6 0.0 0.0 0.0 2.3 0.0 0.0 0.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.7 0.0 0.0 0.0 7.3 0.0 0.0 5.9 6.1 LnGrp LOS C AAAA AAA Approach Vol, veh/h 752 820 418 Approach Delay, s/veh 21.7 7.3 6.0 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 39.3 39.3 20.7 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 24.5 26.5 Max Q Clear Time (g_c+I1), s 9.6 4.4 13.7 Green Ext Time (p_c), s 5.1 2.6 2.5 Intersection Summary HCM 6th Ctrl Delay 12.5 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 6.1-44 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 338 1 798 00001413 1096 78 846 0 Future Volume (vph) 338 1 798 00001413 1096 78 846 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 17.3 12.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)363 1 858 00001519 1178 84 910 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 363 430 429 00002697 0 84 910 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 9.5 9.5 9.5 15.0 22.5 Total Split (s)33.0 33.0 33.0 72.0 15.0 87.0 Total Split (%)27.5% 27.5% 27.5%60.0% 12.5% 72.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 6.1-45 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 338 1 798 00001413 1096 78 846 0 Future Volume (veh/h) 338 1 798 00001413 1096 78 846 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 363 0 859 0 1519 1178 84 910 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 423 0 753 0 2011 937 105 3510 0 Arrive On Green 0.29 0.00 0.29 0.00 1.00 1.00 0.12 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 363 0 859 0 1519 1178 84 910 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 23.1 0.0 28.5 0.0 0.0 66.2 5.5 0.0 0.0 Cycle Q Clear(g_c), s 23.1 0.0 28.5 0.0 0.0 66.2 5.5 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 423 0 753 0 2011 937 105 3510 0 V/C Ratio(X)0.86 0.00 1.14 0.00 0.76 1.26 0.80 0.26 0.00 Avail Cap(c_a), veh/h 423 0 753 0 2011 937 156 3510 0 HCM Platoon Ratio 1.20 1.20 1.20 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 41.0 0.0 42.9 0.0 0.0 0.0 52.2 0.0 0.0 Incr Delay (d2), s/veh 16.0 0.0 79.0 0.0 2.7 124.7 15.8 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 0.0 19.0 0.0 0.8 32.4 2.8 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.0 0.0 121.9 0.0 2.7 124.7 68.0 0.2 0.0 LnGrp LOS E A F A A F E A A Approach Vol, veh/h 1222 2697 994 Approach Delay, s/veh 102.6 56.0 5.9 Approach LOS F E A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.6 75.4 33.0 87.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 67.5 28.5 82.5 Max Q Clear Time (g_c+I1), s 7.5 68.2 30.5 2.0 Green Ext Time (p_c), s 0.0 0.0 0.0 8.2 Intersection Summary HCM 6th Ctrl Delay 57.4 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. 6.1-46 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\102 - EAPC_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 338 1 798 00001413 1096 78 846 0 Future Volume (vph) 338 1 798 00001413 1096 78 846 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 1 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 17.3 12.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)363 1 858 00001519 1178 84 910 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 363 430 429 00001519 1178 84 910 0 Turn Type Split NA Perm NA Perm Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 2 Detector Phase 4 4 4 2216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)37.0 37.0 37.0 68.0 68.0 15.0 22.5 Total Split (s)37.0 37.0 37.0 68.0 68.0 15.0 83.0 Total Split (%)30.8% 30.8% 30.8%56.7% 56.7% 12.5% 69.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 6.1-47 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\102 - EAPC_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 338 1 798 00001413 1096 78 846 0 Future Volume (veh/h) 338 1 798 00001413 1096 78 846 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 363 0 859 0 1519 1178 84 910 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 482 0 859 0 2847 884 105 3340 0 Arrive On Green 0.34 0.00 0.34 0.00 1.00 1.00 0.12 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 1781 5274 0 Grp Volume(v), veh/h 363 0 859 0 1519 1178 84 910 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 21.7 0.0 32.5 0.0 0.0 0.0 5.5 0.0 0.0 Cycle Q Clear(g_c), s 21.7 0.0 32.5 0.0 0.0 0.0 5.5 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 482 0 859 0 2847 884 105 3340 0 V/C Ratio(X)0.75 0.00 1.00 0.00 0.53 1.33 0.80 0.27 0.00 Avail Cap(c_a), veh/h 482 0 859 0 2847 884 156 3340 0 HCM Platoon Ratio 1.25 1.25 1.25 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 36.1 0.0 39.7 0.0 0.0 0.0 52.2 0.0 0.0 Incr Delay (d2), s/veh 6.6 0.0 30.8 0.0 0.7 157.6 14.8 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.9 0.0 15.6 0.0 0.2 38.7 2.8 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.7 0.0 70.5 0.0 0.7 157.6 67.0 0.2 0.0 LnGrp LOS D A F A A F E A A Approach Vol, veh/h 1222 2697 994 Approach Delay, s/veh 62.2 69.2 5.8 Approach LOS E E A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.6 71.4 37.0 83.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 63.5 32.5 78.5 Max Q Clear Time (g_c+I1), s 7.5 2.0 34.5 2.0 Green Ext Time (p_c), s 0.0 37.4 0.0 8.2 Intersection Summary HCM 6th Ctrl Delay 54.7 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. 6.1-48 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 841 344 245 65 296 165 283 1272 26 174 867 522 Future Volume (vph) 841 344 245 65 296 165 283 1272 26 174 867 522 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)895 366 261 69 315 176 301 1353 28 185 922 555 Shared Lane Traffic (%) Lane Group Flow (vph) 895 366 261 69 315 176 301 1353 28 185 922 555 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)41.0 53.2 10.3 22.5 22.5 18.0 42.5 42.5 14.0 38.5 38.5 Total Split (%)34.2% 44.3% 8.6% 18.8% 18.8% 15.0% 35.4% 35.4% 11.7% 32.1% 32.1% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 6.1-49 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 841 344 245 65 296 165 283 1272 26 174 867 522 Future Volume (veh/h) 841 344 245 65 296 165 283 1272 26 174 867 522 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 895 366 0 69 315 176 301 1353 28 185 922 555 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 956 1328 130 479 211 357 1884 583 241 1712 529 Arrive On Green 0.46 0.62 0.00 0.04 0.13 0.13 0.10 0.37 0.37 0.07 0.34 0.34 Sat Flow, veh/h 3456 3554 1585 3456 3554 1567 3456 5106 1579 3456 5106 1578 Grp Volume(v), veh/h 895 366 0 69 315 176 301 1353 28 185 922 555 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1567 1728 1702 1579 1728 1702 1578 Q Serve(g_s), s 29.5 5.6 0.0 2.4 10.1 13.1 10.3 27.3 1.4 6.3 17.6 40.2 Cycle Q Clear(g_c), s 29.5 5.6 0.0 2.4 10.1 13.1 10.3 27.3 1.4 6.3 17.6 40.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 956 1328 130 479 211 357 1884 583 241 1712 529 V/C Ratio(X)0.94 0.28 0.53 0.66 0.83 0.84 0.72 0.05 0.77 0.54 1.05 Avail Cap(c_a), veh/h 1051 1442 167 533 235 389 1884 583 274 1712 529 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.81 0.81 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.3 15.2 0.0 56.7 49.3 50.6 52.8 32.5 24.3 54.9 32.3 39.9 Incr Delay (d2), s/veh 12.1 0.1 0.0 3.4 2.6 20.4 14.5 2.4 0.2 11.0 1.2 52.5 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 11.4 2.1 0.0 1.1 4.5 6.2 5.0 10.9 0.5 3.0 7.0 22.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.4 15.3 0.0 60.1 51.8 71.0 67.3 34.9 24.5 65.9 33.6 92.4 LnGrp LOS D B E D E E C C E C F Approach Vol, veh/h 1261 560 1682 1662 Approach Delay, s/veh 35.2 58.9 40.5 56.8 Approach LOS D E D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.9 48.8 9.0 49.4 16.9 44.7 37.7 20.7 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 9.5 38.0 5.8 48.7 13.5 34.0 36.5 18.0 Max Q Clear Time (g_c+I1), s 8.3 29.3 4.4 7.6 12.3 42.2 31.5 15.1 Green Ext Time (p_c), s 0.1 5.2 0.0 2.4 0.1 0.0 1.7 0.7 Intersection Summary HCM 6th Ctrl Delay 46.5 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 6.1-50 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 94 89 74 114 201 105 1481 50 141 1220 68 Future Volume (vph)66 94 89 74 114 201 105 1481 50 141 1220 68 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)473 452 1623 476 Travel Time (s)10.8 10.3 36.9 10.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)73 104 99 82 127 223 117 1646 56 157 1356 76 Shared Lane Traffic (%) Lane Group Flow (vph) 73 104 99 82 127 223 117 1646 56 157 1356 76 Turn Type Prot NA Perm Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (%)15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 6.1-51 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 94 89 74 114 201 105 1481 50 141 1220 68 Future Volume (veh/h) 66 94 89 74 114 201 105 1481 50 141 1220 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 73 104 99 82 127 0 117 1646 0 157 1356 76 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 104 192 163 111 198 147 2339 267 2311 717 Arrive On Green 0.06 0.10 0.10 0.06 0.11 0.00 0.17 0.92 0.00 0.08 0.45 0.45 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 73 104 99 82 127 0 117 1646 0 157 1356 76 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 2.4 3.2 3.6 2.7 3.9 0.0 3.8 4.6 0.0 2.6 11.9 1.7 Cycle Q Clear(g_c), s 2.4 3.2 3.6 2.7 3.9 0.0 3.8 4.6 0.0 2.6 11.9 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 104 192 163 111 198 147 2339 267 2311 717 V/C Ratio(X)0.70 0.54 0.61 0.74 0.64 0.79 0.70 0.59 0.59 0.11 Avail Cap(c_a), veh/h 148 499 423 148 499 148 2339 288 2311 717 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.09 0.09 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.7 25.6 25.8 27.7 25.7 0.0 24.5 1.6 0.0 26.8 12.2 9.4 Incr Delay (d2), s/veh 8.1 2.4 3.6 12.6 3.4 0.0 2.7 0.2 0.0 2.7 1.1 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 1.2 1.5 1.4 1.5 1.8 0.0 1.5 0.6 0.0 1.1 4.1 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.9 27.9 29.4 40.2 29.1 0.0 27.3 1.7 0.0 29.5 13.3 9.7 LnGrp LOS DCCDC CA CBA Approach Vol, veh/h 276 209 1763 1589 Approach Delay, s/veh 30.6 33.5 3.4 14.8 Approach LOS C C A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.1 32.0 8.2 10.7 9.5 31.7 8.0 10.9 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 16.0 5.0 16.0 5.0 16.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 4.6 6.6 4.7 5.6 5.8 13.9 4.4 5.9 Green Ext Time (p_c), s 0.0 7.0 0.0 0.6 0.0 1.7 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 6.1-52 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 442 311 141 47 228 90 124 1128 82 128 944 302 Future Volume (vph) 442 311 141 47 228 90 124 1128 82 128 944 302 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1477 944 330 1623 Travel Time (s)33.6 21.5 7.5 36.9 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 Adj. Flow (vph)480 338 153 51 248 98 135 1226 89 139 1026 328 Shared Lane Traffic (%) Lane Group Flow (vph) 480 338 153 51 248 98 135 1315 0 139 1026 328 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)10.0 20.0 20.0 10.0 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)10.0 20.0 20.0 10.0 20.0 20.0 9.5 20.5 9.5 20.5 20.5 Total Split (%)16.7% 33.3% 33.3% 16.7% 33.3% 33.3% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 6.1-53 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 442 311 141 47 228 90 124 1128 82 128 944 302 Future Volume (veh/h) 442 311 141 47 228 90 124 1128 82 128 944 302 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 480 338 153 51 248 98 135 1226 89 139 1026 328 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, %222222222222 Cap, veh/h 317 587 262 165 431 192 258 1440 104 260 2192 680 Arrive On Green 0.09 0.17 0.17 0.05 0.12 0.12 0.07 0.43 0.43 0.15 0.86 0.86 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3360 244 3456 5106 1585 Grp Volume(v), veh/h 480 338 153 51 248 98 135 647 668 139 1026 328 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1827 1728 1702 1585 Q Serve(g_s), s 5.5 5.3 5.4 0.9 4.0 3.5 2.3 19.7 19.7 2.2 2.9 3.0 Cycle Q Clear(g_c), s 5.5 5.3 5.4 0.9 4.0 3.5 2.3 19.7 19.7 2.2 2.9 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 317 587 262 165 431 192 258 762 783 260 2192 680 V/C Ratio(X) 1.52 0.58 0.58 0.31 0.58 0.51 0.52 0.85 0.85 0.54 0.47 0.48 Avail Cap(c_a), veh/h 317 948 423 317 948 423 288 762 783 288 2192 680 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 Uniform Delay (d), s/veh 27.2 23.1 23.1 27.6 24.9 24.7 26.7 15.4 15.4 24.5 2.6 2.6 Incr Delay (d2), s/veh 247.5 0.9 2.1 1.1 1.2 2.1 1.6 11.4 11.3 1.2 0.5 1.7 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 13.0 2.1 2.0 0.4 1.6 1.3 0.9 9.2 9.4 0.9 0.7 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 274.8 24.0 25.2 28.7 26.1 26.8 28.4 26.9 26.8 25.7 3.1 4.3 LnGrp LOS F CCCCCCCCCAA Approach Vol, veh/h 971 397 1450 1493 Approach Delay, s/veh 148.2 26.6 27.0 5.5 Approach LOS F C C A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.0 29.7 7.4 13.9 9.0 29.8 10.0 11.3 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.5 5.5 16.0 5.0 16.5 5.5 16.0 Max Q Clear Time (g_c+I1), s 4.2 21.7 2.9 7.4 4.3 5.0 7.5 6.0 Green Ext Time (p_c), s 0.0 0.0 0.0 1.8 0.0 6.3 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 46.8 HCM 6th LOS D 6.1-54 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1017 14 0 1011 0 158 Future Volume (vph) 1017 14 0 1011 0 158 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft)90 90 Link Speed (mph)30 30 30 Link Distance (ft)1749 549 252 Travel Time (s)39.8 12.5 5.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)1105 15 0 1099 0 172 Shared Lane Traffic (%) Lane Group Flow (vph) 1105 15 0 1099 0 172 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-55 HCM 6th TWSC EAPC (2024) PM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\02 - With Project.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1017 14 0 1011 0 158 Future Vol, veh/h 1017 14 0 1011 0 158 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 150 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 1105 15 0 1099 0 172 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 553 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.14 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver - - 0 - 0 408 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----408 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 20.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)408 - - - HCM Lane V/C Ratio 0.421 - - - HCM Control Delay (s) 20.1 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 2 - - - 6.1-56 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx APPENDIX 7.1: HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS University Park Medical Center Traffic Analysis 14855-03 TA Report.docx This Page Intentionally Left Blank Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)70 669 63 32 1026 89 45 53 71 111 41 67 Future Volume (vph)70 669 63 32 1026 89 45 53 71 111 41 67 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)84 806 76 39 1236 107 54 64 86 134 49 81 Shared Lane Traffic (%) Lane Group Flow (vph) 84 806 76 39 1236 107 54 64 86 134 130 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.6 27.4 27.4 10.1 25.9 25.9 22.5 22.5 22.5 22.5 22.5 Total Split (%)19.3% 45.7% 45.7% 16.8% 43.2% 43.2% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 7.1-1 HCM 6th Signalized Intersection Summary HY (2040) NP AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 669 63 32 1026 89 45 53 71 111 41 67 Future Volume (veh/h) 70 669 63 32 1026 89 45 53 71 111 41 67 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 806 76 39 1236 107 54 64 86 134 49 81 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 112 2222 686 71 2105 649 423 561 473 459 190 313 Arrive On Green 0.06 0.44 0.44 0.05 0.55 0.55 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 5106 1576 1781 5106 1575 1255 1870 1577 1233 632 1044 Grp Volume(v), veh/h 84 806 76 39 1236 107 54 64 86 134 0 130 Grp Sat Flow(s),veh/h/ln 1781 1702 1576 1781 1702 1575 1255 1870 1577 1233 0 1676 Q Serve(g_s), s 2.8 6.4 1.7 1.3 9.7 2.0 2.0 1.5 2.4 5.3 0.0 3.5 Cycle Q Clear(g_c), s 2.8 6.4 1.7 1.3 9.7 2.0 5.6 1.5 2.4 6.8 0.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.62 Lane Grp Cap(c), veh/h 112 2222 686 71 2105 649 423 561 473 459 0 503 V/C Ratio(X) 0.75 0.36 0.11 0.55 0.59 0.16 0.13 0.11 0.18 0.29 0.00 0.26 Avail Cap(c_a), veh/h 211 2222 686 166 2105 649 423 561 473 459 0 503 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.7 11.4 10.1 27.9 10.2 8.4 18.1 15.2 15.5 17.7 0.0 15.9 Incr Delay (d2), s/veh 9.7 0.5 0.3 4.2 0.8 0.3 0.6 0.4 0.8 1.6 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 2.0 0.5 0.6 2.7 0.6 0.6 0.6 0.9 1.6 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.3 11.8 10.4 32.1 10.9 8.8 18.7 15.6 16.4 19.3 0.0 17.2 LnGrp LOS D B B C BABBBBAB Approach Vol, veh/h 966 1382 204 264 Approach Delay, s/veh 13.9 11.4 16.8 18.3 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.9 30.6 22.5 8.3 29.2 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.6 22.9 18.0 7.1 21.4 18.0 Max Q Clear Time (g_c+I1), s 3.3 8.4 8.8 4.8 11.7 7.6 Green Ext Time (p_c), s 0.0 4.8 0.8 0.0 5.7 0.5 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B 7.1-2 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 2: Technology Dr. & The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)6 32 137 4 23 113 Future Volume (vph)6 32 137 4 23 113 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 175 55 Storage Lanes 1 0 1 1 Taper Length (ft)90 60 Link Speed (mph)30 35 35 Link Distance (ft)313 338 343 Travel Time (s)7.1 6.6 6.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)8 41 173 5 29 143 Shared Lane Traffic (%) Lane Group Flow (vph) 49 0 173 5 29 143 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 7.1-3 HCM 6th TWSC HY (2040) NP AM Peak Hour 2: Technology Dr. & The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 32 137 4 23 113 Future Vol, veh/h 6 32 137 4 23 113 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 175 55 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 22222 Mvmt Flow 8 41 173 5 29 143 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 374 173 0 0 178 0 Stage 1 173 ----- Stage 2 201 ----- 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 627 871 - - 1398 - Stage 1 857 ----- Stage 2 833 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 614 871 - - 1398 - Mov Cap-2 Maneuver 614 ----- Stage 1 857 ----- Stage 2 816 ----- Approach WB NB SB HCM Control Delay, s 9.7 0 1.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 817 1398 - HCM Lane V/C Ratio - - 0.059 0.021 - HCM Control Delay (s) - - 9.7 7.6 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.2 0.1 - 7.1-4 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)82 143 92 59 71 49 Future Volume (vph)82 143 92 59 71 49 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)803 445 338 Travel Time (s)13.7 7.6 6.6 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 Adj. Flow (vph)112 196 126 81 97 67 Shared Lane Traffic (%) Lane Group Flow (vph) 0 308 207 0 164 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.1-5 HCM 6th Roundabout HY (2040) NP AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.7 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 308 207 164 Demand Flow Rate, veh/h 314 212 167 Vehicles Circulating, veh/h 99 114 129 Vehicles Exiting, veh/h 197 299 197 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 5.2 4.5 4.2 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 314 212 167 Cap Entry Lane, veh/h 1247 1228 1210 Entry HV Adj Factor 0.981 0.979 0.982 Flow Entry, veh/h 308 207 164 Cap Entry, veh/h 1224 1202 1188 V/C Ratio 0.252 0.173 0.138 Control Delay, s/veh 5.2 4.5 4.2 LOS A A A 95th %tile Queue, veh 1 1 0 7.1-6 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 4: University Dr. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 205 42 11 130 55 20 Future Volume (vph) 205 42 11 130 55 20 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)120 130 100 0 Storage Lanes 1 1 0 0 Taper Length (ft)65 60 Link Speed (mph)40 40 35 Link Distance (ft)755 803 448 Travel Time (s)12.9 13.7 8.7 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Adj. Flow (vph)270 55 14 171 72 26 Shared Lane Traffic (%) Lane Group Flow (vph) 270 55 14 171 98 0 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.1-7 HCM 6th TWSC HY (2040) NP AM Peak Hour 4: University Dr. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 205 42 11 130 55 20 Future Vol, veh/h 205 42 11 130 55 20 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 120 130 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 76 76 76 76 76 76 Heavy Vehicles, % 2 22222 Mvmt Flow 270 55 14 171 72 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 325 0 469 270 Stage 1 - - - - 270 - Stage 2 - - - - 199 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1235 - 553 769 Stage 1 - - - - 775 - Stage 2 - - - - 835 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1235 - 547 769 Mov Cap-2 Maneuver - - - - 547 - Stage 1 - - - - 775 - Stage 2 - - - - 826 - Approach EB WB NB HCM Control Delay, s 0 0.6 12.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)593 - - 1235 - HCM Lane V/C Ratio 0.166 - - 0.012 - HCM Control Delay (s) 12.3 - - 8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.6 - - 0 - 7.1-8 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)13 150 167 49 68 31 Future Volume (vph)13 150 167 49 68 31 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)711 644 595 Travel Time (s)12.1 11.0 11.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)14 160 178 52 72 33 Shared Lane Traffic (%) Lane Group Flow (vph) 0 174 230 0 105 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.1-9 HCM 6th Roundabout HY (2040) NP AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.1 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 174 230 105 Demand Flow Rate, veh/h 177 235 107 Vehicles Circulating, veh/h 73 14 182 Vehicles Exiting, veh/h 216 236 67 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.0 4.1 4.0 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 177 235 107 Cap Entry Lane, veh/h 1281 1360 1146 Entry HV Adj Factor 0.982 0.981 0.981 Flow Entry, veh/h 174 230 105 Cap Entry, veh/h 1258 1334 1125 V/C Ratio 0.138 0.173 0.093 Control Delay, s/veh 4.0 4.1 4.0 LOS A A A 95th %tile Queue, veh 0 1 0 7.1-10 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)4 63 17 15 39 67 6 80 33 108 65 2 Future Volume (vph)4 63 17 15 39 67 6 80 33 108 65 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)35 35 40 40 Link Distance (ft)974 473 829 921 Travel Time (s)19.0 9.2 14.1 15.7 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Adj. Flow (vph)6 93 25 22 57 99 9 118 49 159 96 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 124 0 0 178 0 0 176 0 0 258 0 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.1-11 HCM 6th Roundabout HY (2040) NP AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 124 178 176 258 Demand Flow Rate, veh/h 127 181 179 263 Vehicles Circulating, veh/h 282 135 263 89 Vehicles Exiting, veh/h 70 307 145 227 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.7 4.3 5.0 4.7 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 127 181 179 263 Cap Entry Lane, veh/h 1035 1202 1055 1260 Entry HV Adj Factor 0.977 0.983 0.981 0.981 Flow Entry, veh/h 124 178 176 258 Cap Entry, veh/h 1012 1182 1035 1237 V/C Ratio 0.123 0.151 0.170 0.209 Control Delay, s/veh 4.7 4.3 5.0 4.7 LOS AAAA 95th %tile Queue, veh 0111 7.1-12 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1584 0 138 0 670 483 0 574 62 Future Volume (vph)0 0 0 1584 0 138 0 670 483 0 574 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 10.9 9.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)0 0 0 2005 0 175 0 848 611 0 727 78 Shared Lane Traffic (%) Lane Group Flow (vph)00002005 175 0 848 611 0 805 0 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)91.0 91.0 91.0 29.0 29.0 Total Split (%)75.8% 75.8% 75.8% 24.2%24.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 7.1-13 HCM 6th Signalized Intersection Summary HY (2040) NP AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 1584 0 138 0 670 483 0 574 62 Future Volume (veh/h) 0 0 0 1584 0 138 0 670 483 0 574 62 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 2005 0 175 0 848 0 0 727 78 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222022022 Cap, veh/h 1284 0 1143 0 726 0 957 102 Arrive On Green 0.72 0.00 0.72 0.00 0.41 0.00 0.00 0.20 0.20 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4854 499 Grp Volume(v), veh/h 2005 0 175 0 848 0 0 527 278 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1781 Q Serve(g_s), s 86.5 0.0 4.2 0.0 24.5 0.0 0.0 17.5 17.7 Cycle Q Clear(g_c), s 86.5 0.0 4.2 0.0 24.5 0.0 0.0 17.5 17.7 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.28 Lane Grp Cap(c), veh/h 1284 0 1143 0 726 0 695 364 V/C Ratio(X)1.56 0.00 0.15 0.00 1.17 0.00 0.76 0.77 Avail Cap(c_a), veh/h 1284 0 1143 0 726 0 695 364 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.39 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 16.8 0.0 5.3 0.0 35.5 0.0 0.0 45.0 45.0 Incr Delay (d2), s/veh 256.5 0.0 0.1 0.0 82.1 0.0 0.0 7.6 14.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 121.0 0.0 1.3 0.0 16.5 0.0 0.0 8.0 9.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 273.3 0.0 5.3 0.0 117.6 0.0 0.0 52.5 59.3 LnGrp LOS F A A A F A D E Approach Vol, veh/h 2180 848 805 Approach Delay, s/veh 251.8 117.6 54.9 Approach LOS F F D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 29.0 29.0 91.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 24.5 86.5 Max Q Clear Time (g_c+I1), s 26.5 19.7 88.5 Green Ext Time (p_c), s 0.0 2.1 0.0 Intersection Summary HCM 6th Ctrl Delay 180.7 HCM 6th LOS F Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.1-14 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\103 - 2040NP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1584 0 138 0 670 483 0 574 62 Future Volume (vph)0 0 0 1584 0 138 0 670 483 0 574 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 240 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 10.9 9.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)0 0 0 2005 0 175 0 848 611 0 727 78 Shared Lane Traffic (%)45% Lane Group Flow (vph) 0 0 0 1103 1077 0 0 848 611 0 805 0 Turn Type Split NA NA Free NA Protected Phases 8 8 2 6 Permitted Phases Free Detector Phase 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 Total Split (s)85.0 85.0 35.0 35.0 Total Split (%)70.8% 70.8%29.2%29.2% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 7.1-15 HCM 6th Signalized Intersection Summary HY (2040) NP AM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\103 - 2040NP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 1584 0 138 0 670 483 0 574 62 Future Volume (veh/h) 0 0 0 1584 0 138 0 670 483 0 574 62 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 2168 0 0 0 848 0 0 727 78 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222022022 Cap, veh/h 2284 1199 0 0 1009 0 1330 142 Arrive On Green 0.64 0.00 0.00 0.00 0.57 0.00 0.00 0.28 0.28 Sat Flow, veh/h 3563 1870 0 0 3647 1585 0 4854 499 Grp Volume(v), veh/h 2168 0 0 0 848 0 0 527 278 Grp Sat Flow(s),veh/h/ln 1781 1870 0 0 1777 1585 0 1702 1781 Q Serve(g_s), s 67.0 0.0 0.0 0.0 23.7 0.0 0.0 15.7 15.9 Cycle Q Clear(g_c), s 67.0 0.0 0.0 0.0 23.7 0.0 0.0 15.7 15.9 Prop In Lane 1.00 0.00 0.00 1.00 0.00 0.28 Lane Grp Cap(c), veh/h 2284 1199 0 0 1009 0 967 506 V/C Ratio(X)0.95 0.00 0.00 0.00 0.84 0.00 0.54 0.55 Avail Cap(c_a), veh/h 2390 1255 0 0 1009 0 967 506 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 0.00 0.81 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.8 0.0 0.0 0.0 23.7 0.0 0.0 36.4 36.5 Incr Delay (d2), s/veh 9.0 0.0 0.0 0.0 6.9 0.0 0.0 2.2 4.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 28.0 0.0 0.0 0.0 7.6 0.0 0.0 6.8 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.8 0.0 0.0 0.0 30.6 0.0 0.0 38.6 40.7 LnGrp LOS C A A A C A D D Approach Vol, veh/h 2168 848 805 Approach Delay, s/veh 28.8 30.6 39.3 Approach LOS C C D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 38.6 38.6 81.4 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 30.5 30.5 80.5 Max Q Clear Time (g_c+I1), s 25.7 17.9 69.0 Green Ext Time (p_c), s 2.3 4.1 8.0 Intersection Summary HCM 6th Ctrl Delay 31.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.1-16 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 220 1 1135 0000933588892069 0 Future Volume (vph) 220 1 1135 0000933588892069 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 14.8 10.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)259 1 1335 00001098 692 105 2434 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 259 669 667 00001790 0 105 2434 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)57.0 57.0 57.0 50.0 13.0 63.0 Total Split (%)47.5% 47.5% 47.5%41.7% 10.8% 52.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 78 (65%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 7.1-17 HCM 6th Signalized Intersection Summary HY (2040) NP AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 220 1 1135 0000933588892069 0 Future Volume (veh/h) 220 1 1135 0000933588892069 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 259 0 1336 0 1098 692 105 2434 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 775 0 1379 0 1299 605 126 2502 0 Arrive On Green 0.44 0.00 0.44 0.00 0.38 0.38 0.02 0.16 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 259 0 1336 0 1098 692 105 2434 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 11.5 0.0 49.4 0.0 35.3 45.8 7.0 56.9 0.0 Cycle Q Clear(g_c), s 11.5 0.0 49.4 0.0 35.3 45.8 7.0 56.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 775 0 1379 0 1299 605 126 2502 0 V/C Ratio(X)0.33 0.00 0.97 0.00 0.85 1.14 0.83 0.97 0.00 Avail Cap(c_a), veh/h 779 0 1387 0 1299 605 126 2502 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.53 0.53 0.00 Uniform Delay (d), s/veh 22.4 0.0 33.1 0.0 33.9 37.1 57.9 49.5 0.0 Incr Delay (d2), s/veh 0.3 0.0 17.2 0.0 6.9 83.2 21.5 8.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.0 21.7 0.0 15.4 31.1 4.0 27.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.7 0.0 50.3 0.0 40.7 120.3 79.4 57.7 0.0 LnGrp LOS C A D A D F E E A Approach Vol, veh/h 1595 1790 2539 Approach Delay, s/veh 45.8 71.5 58.6 Approach LOS D E E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 13.0 50.3 56.7 63.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 45.5 52.5 58.5 Max Q Clear Time (g_c+I1), s 9.0 47.8 51.4 58.9 Green Ext Time (p_c), s 0.0 0.0 0.8 0.0 Intersection Summary HCM 6th Ctrl Delay 59.0 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. 7.1-18 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\103 - 2040NP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 220 1 1135 0000933588892069 0 Future Volume (vph) 220 1 1135 0000933588892069 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 150 280 0 Storage Lanes 1 1 0 0 0 1 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 14.8 10.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)259 1 1335 00001098 692 105 2434 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 259 669 667 00001098 692 105 2434 0 Turn Type Perm NA Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 Free Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)57.0 57.0 57.0 43.9 19.1 63.0 Total Split (%)47.5% 47.5% 47.5%36.6% 15.9% 52.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 32.9 (27%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 7.1-19 HCM 6th Signalized Intersection Summary HY (2040) NP AM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\103 - 2040NP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 220 1 1135 0000933588892069 0 Future Volume (veh/h) 220 1 1135 0000933588892069 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 259 0 1336 0 1098 0 105 2434 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 761 0 1354 0 1981 129 2542 0 Arrive On Green 0.85 0.00 0.85 0.00 0.39 0.00 0.14 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 1781 5274 0 Grp Volume(v), veh/h 259 0 1336 0 1098 0 105 2434 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 3.6 0.0 46.8 0.0 20.1 0.0 6.9 5.5 0.0 Cycle Q Clear(g_c), s 3.6 0.0 46.8 0.0 20.1 0.0 6.9 5.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 761 0 1354 0 1981 129 2542 0 V/C Ratio(X)0.34 0.00 0.99 0.00 0.55 0.81 0.96 0.00 Avail Cap(c_a), veh/h 779 0 1387 0 1981 217 2542 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 0.00 0.45 0.45 0.00 Uniform Delay (d), s/veh 5.3 0.0 8.4 0.0 28.6 0.0 50.5 0.1 0.0 Incr Delay (d2), s/veh 0.3 0.0 20.7 0.0 1.1 0.0 5.6 5.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 7.0 0.0 8.3 0.0 3.0 1.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.5 0.0 29.1 0.0 29.8 0.0 56.1 5.7 0.0 LnGrp LOS A A C A C E A A Approach Vol, veh/h 1595 1098 2539 Approach Delay, s/veh 25.3 29.8 7.8 Approach LOS C C A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 13.2 51.0 55.8 64.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.6 39.4 52.5 58.5 Max Q Clear Time (g_c+I1), s 8.9 22.1 48.8 7.5 Green Ext Time (p_c), s 0.1 7.1 2.4 35.1 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.1-20 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 475 212 222 50 286 160 372 692 40 352 2099 583 Future Volume (vph) 475 212 222 50 286 160 372 692 40 352 2099 583 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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 Adj. Flow (vph)516 230 241 54 311 174 404 752 43 383 2282 634 Shared Lane Traffic (%) Lane Group Flow (vph) 516 230 241 54 311 174 404 752 43 383 2282 634 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)23.0 35.9 9.6 22.5 22.5 19.2 50.1 50.1 24.4 55.3 55.3 Total Split (%)19.2% 29.9% 8.0% 18.8% 18.8% 16.0% 41.8% 41.8% 20.3% 46.1% 46.1% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 7.1-21 HCM 6th Signalized Intersection Summary HY (2040) NP AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 475 212 222 50 286 160 372 692 40 352 2099 583 Future Volume (veh/h) 475 212 222 50 286 160 372 692 40 352 2099 583 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 516 230 0 54 311 174 404 752 43 383 2282 634 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, %222222222222 Cap, veh/h 549 947 124 500 210 436 2441 687 453 2466 694 Arrive On Green 0.26 0.42 0.00 0.03 0.13 0.13 0.12 0.43 0.43 0.13 0.44 0.44 Sat Flow, veh/h 3563 3741 1585 3563 3741 1567 3563 5611 1580 3563 5611 1580 Grp Volume(v), veh/h 516 230 0 54 311 174 404 752 43 383 2282 634 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1567 1781 1870 1580 1781 1870 1580 Q Serve(g_s), s 17.0 4.7 0.0 1.8 9.4 13.0 13.5 10.5 1.9 12.6 46.1 45.1 Cycle Q Clear(g_c), s 17.0 4.7 0.0 1.8 9.4 13.0 13.5 10.5 1.9 12.6 46.1 45.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 549 947 124 500 210 436 2441 687 453 2466 694 V/C Ratio(X)0.94 0.24 0.44 0.62 0.83 0.93 0.31 0.06 0.85 0.93 0.91 Avail Cap(c_a), veh/h 549 979 151 561 235 436 2441 687 591 2466 694 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.96 0.96 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.0 27.2 0.0 56.8 49.1 50.6 52.1 22.1 19.7 51.2 31.8 31.5 Incr Delay (d2), s/veh 23.7 0.1 0.0 2.4 1.8 19.7 25.7 0.3 0.2 8.7 7.4 18.5 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 8.3 2.0 0.0 0.8 4.4 6.1 7.3 4.4 0.7 5.9 20.5 19.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.7 27.4 0.0 59.2 50.9 70.4 77.8 22.4 19.9 59.9 39.2 50.0 LnGrp LOS E C E D E E C B E D D Approach Vol, veh/h 746 539 1199 3299 Approach Delay, s/veh 55.2 58.0 41.0 43.7 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.7 56.7 8.7 34.9 19.2 57.2 23.0 20.6 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 19.9 45.6 5.1 31.4 14.7 50.8 18.5 18.0 Max Q Clear Time (g_c+I1), s 14.6 12.5 3.8 6.7 15.5 48.1 19.0 15.0 Green Ext Time (p_c), s 0.6 5.0 0.0 1.3 0.0 2.6 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 45.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 7.1-22 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 105 52 33 57 77 27 1159 126 468 1894 36 Future Volume (vph)60 105 52 33 57 77 27 1159 126 468 1894 36 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)35 35 55 55 Link Distance (ft)473 452 1623 476 Travel Time (s)9.2 8.8 20.1 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)67 117 58 37 63 86 30 1288 140 520 2104 40 Shared Lane Traffic (%) Lane Group Flow (vph) 67 117 58 37 63 86 30 1288 140 520 2104 40 Turn Type Prot NA Perm Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)16.0 24.0 24.0 12.0 20.0 20.0 11.0 51.0 33.0 73.0 73.0 Total Split (%)13.3% 20.0% 20.0% 10.0% 16.7% 16.7% 9.2% 42.5% 27.5% 60.8% 60.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 7.1-23 HCM 6th Signalized Intersection Summary HY (2040) NP AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 105 52 33 57 77 27 1159 126 468 1894 36 Future Volume (veh/h) 60 105 52 33 57 77 27 1159 126 468 1894 36 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 67 117 58 37 63 0 30 1288 0 520 2104 40 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 86 154 130 53 118 47 2926 600 3678 1142 Arrive On Green 0.05 0.08 0.08 0.03 0.06 0.00 0.05 1.00 0.00 0.17 0.72 0.72 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 67 117 58 37 63 0 30 1288 0 520 2104 40 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 4.5 7.3 4.2 2.5 3.9 0.0 2.0 0.0 0.0 17.6 23.5 0.9 Cycle Q Clear(g_c), s 4.5 7.3 4.2 2.5 3.9 0.0 2.0 0.0 0.0 17.6 23.5 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 86 154 130 53 118 47 2926 600 3678 1142 V/C Ratio(X)0.78 0.76 0.45 0.70 0.53 0.64 0.44 0.87 0.57 0.04 Avail Cap(c_a), veh/h 171 312 264 111 249 96 2926 821 3678 1142 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.70 0.70 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 53.9 52.5 57.7 54.5 0.0 56.3 0.0 0.0 48.2 8.0 4.8 Incr Delay (d2), s/veh 13.8 7.6 2.4 15.7 3.7 0.0 9.7 0.3 0.0 7.4 0.7 0.1 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 2.3 3.8 1.7 1.3 2.0 0.0 1.0 0.1 0.0 7.8 6.6 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.3 61.5 54.9 73.4 58.2 0.0 66.0 0.3 0.0 55.6 8.6 4.9 LnGrp LOS E E D E E E A E A A Approach Vol, veh/h 242 100 1318 2664 Approach Delay, s/veh 62.3 63.8 1.8 17.7 Approach LOS EEAB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 25.3 72.8 8.0 13.9 7.7 90.4 10.3 11.6 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 28.5 47.0 7.5 20.0 6.5 69.0 11.5 16.0 Max Q Clear Time (g_c+I1), s 19.6 2.0 4.5 9.3 4.0 25.5 6.5 5.9 Green Ext Time (p_c), s 1.3 10.3 0.0 0.5 0.0 22.8 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 16.5 HCM 6th LOS B Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 7.1-24 Lanes, Volumes, Timings HY (2040) NP AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 272 295 148 65 467 282 314 810 53 362 1440 469 Future Volume (vph) 272 295 148 65 467 282 314 810 53 362 1440 469 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1477 944 330 1623 Travel Time (s)20.1 12.9 4.1 20.1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)299 324 163 71 513 310 345 890 58 398 1582 515 Shared Lane Traffic (%) Lane Group Flow (vph) 299 324 163 71 513 310 345 948 0 398 1582 515 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 5.0 5.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (s)20.0 36.7 36.7 10.3 27.0 27.0 22.0 49.0 24.0 51.0 51.0 Total Split (%)16.7% 30.6% 30.6% 8.6% 22.5% 22.5% 18.3% 40.8% 20.0% 42.5% 42.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 7.1-25 HCM 6th Signalized Intersection Summary HY (2040) NP AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 272 295 148 65 467 282 314 810 53 362 1440 469 Future Volume (veh/h) 272 295 148 65 467 282 314 810 53 362 1440 469 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 299 324 163 71 513 310 345 890 58 398 1582 515 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 360 917 409 130 681 304 408 1459 95 455 2269 704 Arrive On Green 0.10 0.26 0.26 0.04 0.19 0.19 0.12 0.43 0.43 0.26 0.89 0.89 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3387 221 3456 5106 1585 Grp Volume(v), veh/h 299 324 163 71 513 310 345 467 481 398 1582 515 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1831 1728 1702 1585 Q Serve(g_s), s 10.2 8.9 10.2 2.4 16.4 23.0 11.7 24.3 24.3 13.2 10.9 12.4 Cycle Q Clear(g_c), s 10.2 8.9 10.2 2.4 16.4 23.0 11.7 24.3 24.3 13.2 10.9 12.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 360 917 409 130 681 304 408 766 789 455 2269 704 V/C Ratio(X) 0.83 0.35 0.40 0.54 0.75 1.02 0.85 0.61 0.61 0.87 0.70 0.73 Avail Cap(c_a), veh/h 446 968 432 167 681 304 504 766 789 562 2269 704 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh 52.7 36.3 36.8 56.7 45.8 48.5 51.8 26.4 26.4 43.3 4.3 4.4 Incr Delay (d2), s/veh 10.4 0.2 0.6 3.5 4.7 57.0 10.6 3.6 3.5 10.0 1.4 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 4.8 3.8 3.9 1.1 7.4 13.5 5.5 10.2 10.5 5.3 1.9 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.1 36.6 37.4 60.2 50.6 105.5 62.5 30.0 29.9 53.2 5.7 9.6 LnGrp LOS E D D E D F E C C D A A Approach Vol, veh/h 786 894 1293 2495 Approach Delay, s/veh 46.8 70.4 38.6 14.1 Approach LOS D E D B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.3 55.7 9.0 35.0 18.7 57.3 17.0 27.0 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 19.5 45.0 5.8 32.7 17.5 47.0 15.5 23.0 Max Q Clear Time (g_c+I1), s 15.2 26.3 4.4 12.2 13.7 14.4 12.2 25.0 Green Ext Time (p_c), s 0.6 5.0 0.0 2.2 0.4 16.1 0.3 0.0 Intersection Summary HCM 6th Ctrl Delay 33.8 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. 7.1-26 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 1027 71 66 997 156 129 73 79 189 76 143 Future Volume (vph) 131 1027 71 66 997 156 129 73 79 189 76 143 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)144 1129 78 73 1096 171 142 80 87 208 84 157 Shared Lane Traffic (%) Lane Group Flow (vph) 144 1129 78 73 1096 171 142 80 87 208 241 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)12.2 27.0 27.0 10.0 24.8 24.8 23.0 23.0 23.0 23.0 23.0 Total Split (%)20.3% 45.0% 45.0% 16.7% 41.3% 41.3% 38.3% 38.3% 38.3% 38.3% 38.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 7.1-27 HCM 6th Signalized Intersection Summary HY (2040) NP PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 1027 71 66 997 156 129 73 79 189 76 143 Future Volume (veh/h) 131 1027 71 66 997 156 129 73 79 189 76 143 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 144 1129 78 73 1096 171 142 80 87 208 84 157 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 183 2083 643 104 1859 573 338 577 486 457 179 335 Arrive On Green 0.10 0.41 0.41 0.06 0.36 0.36 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 5106 1575 1781 5106 1574 1136 1870 1577 1214 582 1087 Grp Volume(v), veh/h 144 1129 78 73 1096 171 142 80 87 208 0 241 Grp Sat Flow(s),veh/h/ln 1781 1702 1575 1781 1702 1574 1136 1870 1577 1214 0 1668 Q Serve(g_s), s 4.7 10.1 1.9 2.4 10.4 4.6 6.9 1.9 2.4 9.0 0.0 7.0 Cycle Q Clear(g_c), s 4.7 10.1 1.9 2.4 10.4 4.6 13.9 1.9 2.4 10.8 0.0 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.65 Lane Grp Cap(c), veh/h 183 2083 643 104 1859 573 338 577 486 457 0 514 V/C Ratio(X) 0.79 0.54 0.12 0.70 0.59 0.30 0.42 0.14 0.18 0.46 0.00 0.47 Avail Cap(c_a), veh/h 229 2083 643 163 1859 573 338 577 486 457 0 514 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 0.67 0.67 0.67 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.3 13.5 11.1 27.7 15.4 13.6 22.4 15.0 15.2 18.9 0.0 16.8 Incr Delay (d2), s/veh 13.5 1.0 0.4 5.6 0.9 0.9 3.8 0.5 0.8 3.3 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.3 0.6 1.1 3.5 1.5 2.0 0.8 0.9 2.7 0.0 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.8 14.5 11.4 33.3 16.4 14.5 26.2 15.5 16.0 22.2 0.0 19.8 LnGrp LOS D B B C B B C B B C A B Approach Vol, veh/h 1351 1340 309 449 Approach Delay, s/veh 17.0 17.1 20.6 20.9 Approach LOS B B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.0 29.0 23.0 10.7 26.3 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 22.5 18.5 7.7 20.3 18.5 Max Q Clear Time (g_c+I1), s 4.4 12.1 12.8 6.7 12.4 15.9 Green Ext Time (p_c), s 0.0 5.4 1.1 0.0 4.5 0.3 Intersection Summary HCM 6th Ctrl Delay 17.9 HCM 6th LOS B 7.1-28 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 2: Technology Dr. & The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)9 63 222 11 18 196 Future Volume (vph)9 63 222 11 18 196 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 175 55 Storage Lanes 1 0 1 1 Taper Length (ft)90 60 Link Speed (mph)30 30 30 Link Distance (ft)313 338 343 Travel Time (s)7.1 7.7 7.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)10 67 236 12 19 209 Shared Lane Traffic (%) Lane Group Flow (vph) 77 0 236 12 19 209 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 7.1-29 HCM 6th TWSC HY (2040) NP PM Peak Hour 2: Technology Dr. & The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 9 63 222 11 18 196 Future Vol, veh/h 9 63 222 11 18 196 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 175 55 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 10 67 236 12 19 209 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 483 236 0 0 248 0 Stage 1 236 ----- Stage 2 247 ----- 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 542 803 - - 1318 - Stage 1 803 ----- Stage 2 794 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 534 803 - - 1318 - Mov Cap-2 Maneuver 534 ----- Stage 1 803 ----- Stage 2 783 ----- Approach WB NB SB HCM Control Delay, s 10.3 0 0.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 755 1318 - HCM Lane V/C Ratio - - 0.101 0.015 - HCM Control Delay (s) - - 10.3 7.8 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.3 0 - 7.1-30 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)73 164 170 158 114 90 Future Volume (vph)73 164 170 158 114 90 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)803 445 338 Travel Time (s)18.3 10.1 7.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)81 182 189 176 127 100 Shared Lane Traffic (%) Lane Group Flow (vph) 0 263 365 0 227 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.1-31 HCM 6th Roundabout HY (2040) NP PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 5.3 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 263 365 227 Demand Flow Rate, veh/h 269 373 232 Vehicles Circulating, veh/h 130 83 193 Vehicles Exiting, veh/h 295 316 263 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 5.0 5.6 5.1 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 269 373 232 Cap Entry Lane, veh/h 1209 1268 1133 Entry HV Adj Factor 0.979 0.979 0.978 Flow Entry, veh/h 263 365 227 Cap Entry, veh/h 1183 1241 1109 V/C Ratio 0.223 0.294 0.205 Control Delay, s/veh 5.0 5.6 5.1 LOS A A A 95th %tile Queue, veh 1 1 1 7.1-32 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 4: University Dr. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 220 55 21 239 51 18 Future Volume (vph) 220 55 21 239 51 18 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)120 130 100 0 Storage Lanes 1 1 0 0 Taper Length (ft)65 60 Link Speed (mph)30 30 30 Link Distance (ft)755 803 448 Travel Time (s)17.2 18.3 10.2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)234 59 22 254 54 19 Shared Lane Traffic (%) Lane Group Flow (vph) 234 59 22 254 73 0 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.1-33 HCM 6th TWSC HY (2040) NP PM Peak Hour 4: University Dr. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 220 55 21 239 51 18 Future Vol, veh/h 220 55 21 239 51 18 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 120 130 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 234 59 22 254 54 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 293 0 532 234 Stage 1 - - - - 234 - Stage 2 - - - - 298 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1269 - 508 805 Stage 1 - - - - 805 - Stage 2 - - - - 753 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1269 - 499 805 Mov Cap-2 Maneuver - - - - 499 - Stage 1 - - - - 805 - Stage 2 - - - - 740 - Approach EB WB NB HCM Control Delay, s 0 0.6 12.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)554 - - 1269 - HCM Lane V/C Ratio 0.132 - - 0.018 - HCM Control Delay (s) 12.5 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0.1 - 7.1-34 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)13 207 173 96 88 14 Future Volume (vph)13 207 173 96 88 14 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)711 644 595 Travel Time (s)16.2 14.6 13.5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)15 233 194 108 99 16 Shared Lane Traffic (%) Lane Group Flow (vph) 0 248 302 0 115 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.1-35 HCM 6th Roundabout HY (2040) NP PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.6 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 248 302 115 Demand Flow Rate, veh/h 253 308 117 Vehicles Circulating, veh/h 101 15 198 Vehicles Exiting, veh/h 214 339 125 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.7 4.6 4.1 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 253 308 117 Cap Entry Lane, veh/h 1245 1359 1128 Entry HV Adj Factor 0.982 0.981 0.983 Flow Entry, veh/h 248 302 115 Cap Entry, veh/h 1222 1333 1108 V/C Ratio 0.203 0.227 0.104 Control Delay, s/veh 4.7 4.6 4.1 LOS A A A 95th %tile Queue, veh 1 1 0 7.1-36 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)6 46 11 34 69 202 17 112 24 149 124 5 Future Volume (vph)6 46 11 34 69 202 17 112 24 149 124 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)30 30 30 30 Link Distance (ft)974 473 829 921 Travel Time (s)22.1 10.8 18.8 20.9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)7 55 13 41 83 243 20 135 29 180 149 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 75 0 0 367 0 0 184 0 0 335 0 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.1-37 HCM 6th Roundabout HY (2040) NP PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 5.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 75 367 184 335 Demand Flow Rate, veh/h 76 375 188 342 Vehicles Circulating, veh/h 378 165 247 147 Vehicles Exiting, veh/h 111 270 207 393 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.6 6.2 5.0 5.8 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 76 375 188 342 Cap Entry Lane, veh/h 938 1166 1073 1188 Entry HV Adj Factor 0.986 0.980 0.980 0.980 Flow Entry, veh/h 75 367 184 335 Cap Entry, veh/h 925 1142 1051 1163 V/C Ratio 0.081 0.322 0.175 0.288 Control Delay, s/veh 4.6 6.2 5.0 5.8 LOS AAAA 95th %tile Queue, veh 0111 7.1-38 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 879 0 82 0 750 984 0 432 88 Future Volume (vph)0 0 0 879 0 82 0 750 984 0 432 88 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 12.8 11.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 0 0 945 0 88 0 806 1058 0 465 95 Shared Lane Traffic (%) Lane Group Flow (vph)00009458808061058 0 560 0 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)86.0 86.0 86.0 34.0 34.0 Total Split (%)71.7% 71.7% 71.7% 28.3%28.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 7.1-39 HCM 6th Signalized Intersection Summary HY (2040) NP PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 879 0 82 0 750 984 0 432 88 Future Volume (veh/h) 0 0 0 879 0 82 0 750 984 0 432 88 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 945 0 88 0 806 0 0 465 95 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222022022 Cap, veh/h 1018 0 906 0 1256 0 1509 301 Arrive On Green 0.57 0.00 0.57 0.00 0.12 0.00 0.00 0.35 0.35 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4439 851 Grp Volume(v), veh/h 945 0 88 0 806 0 0 368 192 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1717 Q Serve(g_s), s 58.1 0.0 3.0 0.0 26.0 0.0 0.0 9.4 9.8 Cycle Q Clear(g_c), s 58.1 0.0 3.0 0.0 26.0 0.0 0.0 9.4 9.8 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.50 Lane Grp Cap(c), veh/h 1018 0 906 0 1256 0 1203 607 V/C Ratio(X)0.93 0.00 0.10 0.00 0.64 0.00 0.31 0.32 Avail Cap(c_a), veh/h 1210 0 1077 0 1256 0 1203 607 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.09 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.5 0.0 11.7 0.0 45.8 0.0 0.0 28.1 28.2 Incr Delay (d2), s/veh 11.1 0.0 0.0 0.0 0.2 0.0 0.0 0.7 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 26.1 0.0 1.1 0.0 12.5 0.0 0.0 4.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.6 0.0 11.7 0.0 46.0 0.0 0.0 28.8 29.6 LnGrp LOS C A B A D A C C Approach Vol, veh/h 1033 806 560 Approach Delay, s/veh 32.6 46.0 29.1 Approach LOS C D C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 46.9 46.9 73.1 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 29.5 29.5 81.5 Max Q Clear Time (g_c+I1), s 28.0 11.8 60.1 Green Ext Time (p_c), s 0.8 3.4 8.5 Intersection Summary HCM 6th Ctrl Delay 36.3 HCM 6th LOS D Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.1-40 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\103 - 2040NP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 879 0 82 0 750 984 0 432 88 Future Volume (vph)0 0 0 879 0 82 0 750 984 0 432 88 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 240 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 12.8 11.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 0 0 945 0 88 0 806 1058 0 465 95 Shared Lane Traffic (%)45% Lane Group Flow (vph) 0 0 0 520 513 0 0 806 1058 0 560 0 Turn Type Split NA NA Free NA Protected Phases 8 8 2 6 Permitted Phases Free Detector Phase 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 Total Split (s)69.0 69.0 51.0 51.0 Total Split (%)57.5% 57.5%42.5%42.5% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 7.1-41 HCM 6th Signalized Intersection Summary HY (2040) NP PM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\103 - 2040NP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 879 0 82 0 750 984 0 432 88 Future Volume (veh/h) 0 0 0 879 0 82 0 750 984 0 432 88 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1027 0 0 0 806 0 0 465 95 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222022022 Cap, veh/h 1164 611 0 0 2126 0 2554 509 Arrive On Green 0.33 0.00 0.00 0.00 1.00 0.00 0.00 0.60 0.60 Sat Flow, veh/h 3563 1870 0 0 3647 1585 0 4439 851 Grp Volume(v), veh/h 1027 0 0 0 806 0 0 368 192 Grp Sat Flow(s),veh/h/ln 1781 1870 0 0 1777 1585 0 1702 1717 Q Serve(g_s), s 32.7 0.0 0.0 0.0 0.0 0.0 0.0 5.8 6.1 Cycle Q Clear(g_c), s 32.7 0.0 0.0 0.0 0.0 0.0 0.0 5.8 6.1 Prop In Lane 1.00 0.00 0.00 1.00 0.00 0.50 Lane Grp Cap(c), veh/h 1164 611 0 0 2126 0 2036 1027 V/C Ratio(X)0.88 0.00 0.00 0.00 0.38 0.00 0.18 0.19 Avail Cap(c_a), veh/h 1915 1005 0 0 2126 0 2036 1027 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 0.00 0.66 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.2 0.0 0.0 0.0 0.0 0.0 0.0 10.9 10.9 Incr Delay (d2), s/veh 3.0 0.0 0.0 0.0 0.3 0.0 0.0 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.6 0.0 0.0 0.0 0.1 0.0 0.0 2.2 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.2 0.0 0.0 0.0 0.4 0.0 0.0 11.1 11.3 LnGrp LOS D AAAA ABB Approach Vol, veh/h 1027 806 560 Approach Delay, s/veh 41.2 0.4 11.1 Approach LOS D A B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 76.3 76.3 43.7 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 46.5 46.5 64.5 Max Q Clear Time (g_c+I1), s 2.0 8.1 34.7 Green Ext Time (p_c), s 6.9 4.1 4.5 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.1-42 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 339 1 789 00001395 1280 220 1091 0 Future Volume (vph) 339 1 789 00001395 1280 220 1091 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 17.3 12.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)365 1 848 00001500 1376 237 1173 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 365 425 424 00002876 0 237 1173 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)29.0 29.0 29.0 73.0 18.0 91.0 Total Split (%)24.2% 24.2% 24.2%60.8% 15.0% 75.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 7.1-43 HCM 6th Signalized Intersection Summary HY (2040) NP PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 339 1 789 00001395 1280 220 1091 0 Future Volume (veh/h) 339 1 789 00001395 1280 220 1091 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 365 0 849 0 1500 1376 237 1173 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 364 0 647 0 1943 905 200 3681 0 Arrive On Green 0.25 0.00 0.25 0.00 1.00 1.00 0.22 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 365 0 849 0 1500 1376 237 1173 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 24.5 0.0 24.5 0.0 0.0 64.6 13.5 0.0 0.0 Cycle Q Clear(g_c), s 24.5 0.0 24.5 0.0 0.0 64.6 13.5 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 364 0 647 0 1943 905 200 3681 0 V/C Ratio(X)1.00 0.00 1.31 0.00 0.77 1.52 1.18 0.32 0.00 Avail Cap(c_a), veh/h 364 0 647 0 1943 905 200 3681 0 HCM Platoon Ratio 1.20 1.20 1.20 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 45.3 0.0 45.3 0.0 0.0 0.0 46.5 0.0 0.0 Incr Delay (d2), s/veh 48.1 0.0 151.1 0.0 3.0 240.0 119.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.3 0.0 22.9 0.0 0.8 60.3 11.8 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.4 0.0 196.4 0.0 3.0 240.0 165.6 0.2 0.0 LnGrp LOS F A F A A F F A A Approach Vol, veh/h 1214 2876 1410 Approach Delay, s/veh 165.5 116.4 28.0 Approach LOS F F C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 18.0 73.0 29.0 91.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 68.5 24.5 86.5 Max Q Clear Time (g_c+I1), s 15.5 66.6 26.5 2.0 Green Ext Time (p_c), s 0.0 1.9 0.0 12.0 Intersection Summary HCM 6th Ctrl Delay 104.6 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. 7.1-44 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\103 - 2040NP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 339 1 789 00001395 1280 220 1091 0 Future Volume (vph) 339 1 789 00001395 1280 220 1091 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 150 280 0 Storage Lanes 1 1 0 0 0 1 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 17.3 12.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)365 1 848 00001500 1376 237 1173 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 365 425 424 00001500 1376 237 1173 0 Turn Type Split NA Perm NA Free Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Free Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)44.0 44.0 44.0 49.0 27.0 76.0 Total Split (%)36.7% 36.7% 36.7%40.8% 22.5% 63.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 7.1-45 HCM 6th Signalized Intersection Summary HY (2040) NP PM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\103 - 2040NP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 339 1 789 00001395 1280 220 1091 0 Future Volume (veh/h) 339 1 789 00001395 1280 220 1091 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 365 0 849 0 1500 0 237 1173 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 531 0 945 0 2259 262 3202 0 Arrive On Green 0.30 0.00 0.30 0.00 0.44 0.00 0.29 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 1781 5274 0 Grp Volume(v), veh/h 365 0 849 0 1500 0 237 1173 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 21.7 0.0 30.8 0.0 27.8 0.0 15.4 0.0 0.0 Cycle Q Clear(g_c), s 21.7 0.0 30.8 0.0 27.8 0.0 15.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 531 0 945 0 2259 262 3202 0 V/C Ratio(X)0.69 0.00 0.90 0.00 0.66 0.90 0.37 0.00 Avail Cap(c_a), veh/h 586 0 1043 0 2259 334 3202 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 0.00 0.87 0.87 0.00 Uniform Delay (d), s/veh 37.2 0.0 40.4 0.0 26.4 0.0 41.5 0.0 0.0 Incr Delay (d2), s/veh 3.0 0.0 9.8 0.0 1.6 0.0 20.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.9 0.0 13.2 0.0 11.5 0.0 7.2 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.2 0.0 50.2 0.0 28.0 0.0 62.3 0.3 0.0 LnGrp LOS D A D A C E A A Approach Vol, veh/h 1214 1500 1410 Approach Delay, s/veh 47.2 28.0 10.7 Approach LOS D C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 22.2 57.6 40.3 79.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.5 44.5 39.5 71.5 Max Q Clear Time (g_c+I1), s 17.4 29.8 32.8 2.0 Green Ext Time (p_c), s 0.3 9.1 2.9 11.9 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.1-46 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 701 355 293 90 330 303 405 1386 30 265 1013 525 Future Volume (vph) 701 355 293 90 330 303 405 1386 30 265 1013 525 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)738 374 308 95 347 319 426 1459 32 279 1066 553 Shared Lane Traffic (%) Lane Group Flow (vph) 738 374 308 95 347 319 426 1459 32 279 1066 553 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)35.0 46.5 11.5 23.0 23.0 23.0 44.0 44.0 18.0 39.0 39.0 Total Split (%)29.2% 38.8% 9.6% 19.2% 19.2% 19.2% 36.7% 36.7% 15.0% 32.5% 32.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 7.1-47 HCM 6th Signalized Intersection Summary HY (2040) NP PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 701 355 293 90 330 303 405 1386 30 265 1013 525 Future Volume (veh/h) 701 355 293 90 330 303 405 1386 30 265 1013 525 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 738 374 0 95 347 319 426 1459 32 279 1066 553 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 797 1260 146 577 242 489 2114 595 339 1879 529 Arrive On Green 0.45 0.67 0.00 0.08 0.31 0.31 0.14 0.38 0.38 0.10 0.33 0.33 Sat Flow, veh/h 3563 3741 1585 3563 3741 1570 3563 5611 1579 3563 5611 1578 Grp Volume(v), veh/h 738 374 0 95 347 319 426 1459 32 279 1066 553 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1570 1781 1870 1579 1781 1870 1578 Q Serve(g_s), s 23.5 4.9 0.0 3.1 9.5 18.5 14.1 26.3 1.5 9.2 18.7 40.2 Cycle Q Clear(g_c), s 23.5 4.9 0.0 3.1 9.5 18.5 14.1 26.3 1.5 9.2 18.7 40.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 797 1260 146 577 242 489 2114 595 339 1879 529 V/C Ratio(X)0.93 0.30 0.65 0.60 1.32 0.87 0.69 0.05 0.82 0.57 1.05 Avail Cap(c_a), veh/h 905 1309 208 577 242 549 2114 595 401 1879 529 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.87 0.87 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.2 13.8 0.0 54.2 38.4 41.5 50.7 31.5 23.8 53.3 32.8 39.9 Incr Delay (d2), s/veh 12.6 0.1 0.0 4.8 1.8 169.3 13.2 1.9 0.2 11.2 1.2 51.8 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 8.8 1.8 0.0 1.4 3.9 16.9 6.9 11.4 0.6 4.5 8.2 22.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.8 13.9 0.0 59.0 40.1 210.8 64.0 33.4 24.0 64.5 34.0 91.7 LnGrp LOS D B E D F E C C E C F Approach Vol, veh/h 1112 761 1917 1898 Approach Delay, s/veh 34.4 114.0 40.0 55.3 Approach LOS C F D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.9 49.7 9.4 44.9 21.0 44.7 31.3 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 39.5 7.0 42.0 18.5 34.5 30.5 18.5 Max Q Clear Time (g_c+I1), s 11.2 28.3 5.1 6.9 16.1 42.2 25.5 20.5 Green Ext Time (p_c), s 0.2 6.6 0.0 2.4 0.4 0.0 1.4 0.0 Intersection Summary HCM 6th Ctrl Delay 53.9 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 7.1-48 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)67 125 58 118 154 392 80 1504 80 267 1240 71 Future Volume (vph)67 125 58 118 154 392 80 1504 80 267 1240 71 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)473 452 1623 476 Travel Time (s)10.8 10.3 36.9 10.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)74 139 64 131 171 436 89 1671 89 297 1378 79 Shared Lane Traffic (%) Lane Group Flow (vph) 74 139 64 131 171 436 89 1671 89 297 1378 79 Turn Type Prot NA Perm Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (%)15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 7.1-49 HCM 6th Signalized Intersection Summary HY (2040) NP PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 125 58 118 154 392 80 1504 80 267 1240 71 Future Volume (veh/h) 67 125 58 118 154 392 80 1504 80 267 1240 71 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 139 64 131 171 0 89 1671 0 297 1378 79 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 105 214 181 148 259 115 2139 288 2235 694 Arrive On Green 0.06 0.11 0.11 0.08 0.14 0.00 0.13 0.84 0.00 0.08 0.44 0.44 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 74 139 64 131 171 0 89 1671 0 297 1378 79 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 2.4 4.3 2.2 4.4 5.2 0.0 2.9 9.2 0.0 5.0 12.5 1.8 Cycle Q Clear(g_c), s 2.4 4.3 2.2 4.4 5.2 0.0 2.9 9.2 0.0 5.0 12.5 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 105 214 181 148 259 115 2139 288 2235 694 V/C Ratio(X)0.70 0.65 0.35 0.88 0.66 0.78 0.78 1.03 0.62 0.11 Avail Cap(c_a), veh/h 148 499 423 148 499 148 2139 288 2235 694 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.38 0.38 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.7 25.4 24.5 27.2 24.5 0.0 25.7 3.6 0.0 27.5 13.0 10.0 Incr Delay (d2), s/veh 8.3 3.3 1.2 41.6 2.8 0.0 7.2 1.1 0.0 61.4 1.3 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 1.2 2.0 0.8 3.5 2.4 0.0 1.3 1.4 0.0 4.4 4.3 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.0 28.7 25.7 68.8 27.3 0.0 32.9 4.7 0.0 88.9 14.3 10.3 LnGrp LOS D C C E C C A F B B Approach Vol, veh/h 277 302 1760 1754 Approach Delay, s/veh 29.9 45.3 6.1 26.7 Approach LOS C D A C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.5 29.6 9.5 11.4 8.4 30.8 8.0 12.8 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 16.0 5.0 16.0 5.0 16.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 7.0 11.2 6.4 6.3 4.9 14.5 4.4 7.2 Green Ext Time (p_c), s 0.0 3.9 0.0 0.6 0.0 1.2 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 19.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 7.1-50 Lanes, Volumes, Timings HY (2040) NP PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 446 654 348 170 676 95 291 1150 83 126 990 306 Future Volume (vph) 446 654 348 170 676 95 291 1150 83 126 990 306 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1477 944 330 1623 Travel Time (s)33.6 21.5 7.5 36.9 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 Adj. Flow (vph)485 711 378 185 735 103 316 1250 90 137 1076 333 Shared Lane Traffic (%) Lane Group Flow (vph) 485 711 378 185 735 103 316 1340 0 137 1076 333 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)24.0 39.2 39.2 15.8 31.0 31.0 22.0 54.0 11.0 43.0 43.0 Total Split (%)20.0% 32.7% 32.7% 13.2% 25.8% 25.8% 18.3% 45.0% 9.2% 35.8% 35.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 11 (9%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 7.1-51 HCM 6th Signalized Intersection Summary HY (2040) NP PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\03 - 2040NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 446 654 348 170 676 95 291 1150 83 126 990 306 Future Volume (veh/h) 446 654 348 170 676 95 291 1150 83 126 990 306 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 485 711 378 185 735 103 316 1250 90 137 1076 333 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, %222222222222 Cap, veh/h 540 868 387 465 791 353 381 1430 103 187 1886 585 Arrive On Green 0.16 0.24 0.24 0.13 0.22 0.22 0.11 0.43 0.43 0.05 0.37 0.37 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3362 242 3456 5106 1585 Grp Volume(v), veh/h 485 711 378 185 735 103 316 660 680 137 1076 333 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1827 1728 1702 1585 Q Serve(g_s), s 16.5 22.7 21.6 5.9 24.3 5.4 10.7 40.7 40.9 4.7 20.2 12.9 Cycle Q Clear(g_c), s 16.5 22.7 21.6 5.9 24.3 5.4 10.7 40.7 40.9 4.7 20.2 12.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 540 868 387 465 791 353 381 756 777 187 1886 585 V/C Ratio(X) 0.90 0.82 0.98 0.40 0.93 0.29 0.83 0.87 0.88 0.73 0.57 0.57 Avail Cap(c_a), veh/h 562 1042 465 465 800 357 504 756 777 187 1886 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 1.00 1.00 0.65 0.65 0.65 Uniform Delay (d), s/veh 49.7 42.9 26.0 47.5 45.7 27.3 52.3 31.5 31.6 55.9 30.2 12.4 Incr Delay (d2), s/veh 16.9 4.5 33.1 0.6 17.1 0.5 8.6 13.2 13.2 9.2 0.8 2.6 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 8.4 10.5 11.6 2.6 12.5 2.5 5.1 19.8 20.5 2.3 8.4 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.6 47.3 59.2 48.0 62.8 27.8 60.8 44.7 44.7 65.1 31.1 15.0 LnGrp LOS E D E D E C E D D E C B Approach Vol, veh/h 1574 1023 1656 1546 Approach Delay, s/veh 56.1 56.6 47.8 30.6 Approach LOS E E D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 55.1 20.6 33.3 17.7 48.3 23.2 30.7 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 6.5 50.0 11.3 35.2 17.5 39.0 19.5 27.0 Max Q Clear Time (g_c+I1), s 6.7 42.9 7.9 24.7 12.7 22.2 18.5 26.3 Green Ext Time (p_c), s 0.0 4.7 0.2 4.6 0.5 8.3 0.2 0.4 Intersection Summary HCM 6th Ctrl Delay 47.0 HCM 6th LOS D 7.1-52 University Park Medical Center Traffic Analysis 14855-03 TA Report.docx APPENDIX 7.2: HORIZON YEAR (2040) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS AND QUEUING ANALYSIS WORKSHEETS University Park Medical Center Traffic Analysis 14855-03 TA Report.docx This Page Intentionally Left Blank Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)70 707 63 187 1026 89 49 53 82 111 41 67 Future Volume (vph)70 707 63 187 1026 89 49 53 82 111 41 67 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)84 852 76 225 1236 107 59 64 99 134 49 81 Shared Lane Traffic (%) Lane Group Flow (vph) 84 852 76 225 1236 107 59 64 99 134 130 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.6 22.5 22.5 15.0 25.9 25.9 22.5 22.5 22.5 22.5 22.5 Total Split (%)19.3% 37.5% 37.5% 25.0% 43.2% 43.2% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 7.2-1 HCM 6th Signalized Intersection Summary HY (2040) WP AM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 707 63 187 1026 89 49 53 82 111 41 67 Future Volume (veh/h) 70 707 63 187 1026 89 49 53 82 111 41 67 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 852 76 225 1236 107 59 64 99 134 49 81 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 112 1643 506 273 2105 649 423 561 473 455 190 313 Arrive On Green 0.06 0.32 0.32 0.15 0.41 0.41 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 5106 1573 1781 5106 1575 1255 1870 1577 1218 632 1044 Grp Volume(v), veh/h 84 852 76 225 1236 107 59 64 99 134 0 130 Grp Sat Flow(s),veh/h/ln 1781 1702 1573 1781 1702 1575 1255 1870 1577 1218 0 1676 Q Serve(g_s), s 2.8 8.2 2.1 7.3 11.3 2.6 2.2 1.5 2.8 5.4 0.0 3.5 Cycle Q Clear(g_c), s 2.8 8.2 2.1 7.3 11.3 2.6 5.8 1.5 2.8 6.9 0.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.62 Lane Grp Cap(c), veh/h 112 1643 506 273 2105 649 423 561 473 455 0 503 V/C Ratio(X) 0.75 0.52 0.15 0.82 0.59 0.16 0.14 0.11 0.21 0.29 0.00 0.26 Avail Cap(c_a), veh/h 211 1643 506 312 2105 649 423 561 473 455 0 503 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 0.53 0.53 0.53 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.7 16.6 14.5 24.6 13.7 11.1 18.1 15.2 15.7 17.7 0.0 15.9 Incr Delay (d2), s/veh 9.7 1.2 0.6 8.3 0.6 0.3 0.7 0.4 1.0 1.6 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 2.9 0.7 3.4 3.6 0.8 0.7 0.6 1.0 1.6 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.3 17.7 15.1 33.0 14.3 11.4 18.8 15.6 16.7 19.3 0.0 17.2 LnGrp LOS D B B C BBBBBBAB Approach Vol, veh/h 1012 1568 222 264 Approach Delay, s/veh 19.2 16.8 17.0 18.3 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.7 23.8 22.5 8.3 29.2 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 18.0 18.0 7.1 21.4 18.0 Max Q Clear Time (g_c+I1), s 9.3 10.2 8.9 4.8 13.3 7.8 Green Ext Time (p_c), s 0.1 3.5 0.8 0.0 4.9 0.6 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B 7.2-2 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)15 14613228137423113155 Future Volume (vph)15 14613228137423113155 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 150 175 55 0 Storage Lanes 0 0 0 0 1 1 1 0 Taper Length (ft)90 90 60 60 Link Speed (mph)30 30 35 35 Link Distance (ft)216 313 338 343 Travel Time (s)4.9 7.1 6.6 6.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)19 15814135173529143196 Shared Lane Traffic (%) Lane Group Flow (vph) 0 25 0 0 50 0 35 173 5 29 339 0 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 7.2-3 HCM 6th TWSC HY (2040) WP AM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 14613228137423113155 Future Vol, veh/h 15 14613228137423113155 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150-17555-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 2 22222222222 Mvmt Flow 19 15814135173529143196 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 566 547 241 545 640 173 339 0 0 178 0 0 Stage 1 299 299 - 243 243 ------- Stage 2 267 248 - 302 397 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 435 445 798 449 393 871 1220 - - 1398 - - Stage 1 710 666 - 761 705 ------- Stage 2 738 701 - 707 603 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 398 423 798 428 374 871 1220 - - 1398 - - Mov Cap-2 Maneuver 398 423 - 428 374 ------- Stage 1 689 652 - 739 685 ------- Stage 2 682 681 - 687 590 ------- Approach EB WB NB SB HCM Control Delay, s 13.6 10.3 1.3 0.6 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1220 - - 444 730 1398 - - HCM Lane V/C Ratio 0.029 - - 0.057 0.068 0.021 - - HCM Control Delay (s) 8 - - 13.6 10.3 7.6 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.2 0.1 - - 7.2-4 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)82 151 134 87 75 49 Future Volume (vph)82 151 134 87 75 49 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)803 445 338 Travel Time (s)13.7 7.6 6.6 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 Adj. Flow (vph)112 207 184 119 103 67 Shared Lane Traffic (%) Lane Group Flow (vph) 0 319 303 0 170 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.2-5 HCM 6th Roundabout HY (2040) WP AM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 5.1 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 319 303 170 Demand Flow Rate, veh/h 325 309 173 Vehicles Circulating, veh/h 105 114 188 Vehicles Exiting, veh/h 256 316 235 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 5.3 5.2 4.6 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 325 309 173 Cap Entry Lane, veh/h 1240 1228 1139 Entry HV Adj Factor 0.981 0.982 0.983 Flow Entry, veh/h 319 303 170 Cap Entry, veh/h 1216 1206 1119 V/C Ratio 0.262 0.252 0.152 Control Delay, s/veh 5.3 5.2 4.6 LOS A A A 95th %tile Queue, veh 1 1 1 7.2-6 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 205 42 11 130 42 55 1 20 8 1 11 Future Volume (vph)28 205 42 11 130 42 55 1 20 8 1 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 120 130 0 100 0 0 0 Storage Lanes 1 1 1 0 1 0 0 0 Taper Length (ft)60 65 60 90 Link Speed (mph)40 40 35 30 Link Distance (ft)755 803 448 197 Travel Time (s)12.9 13.7 8.7 4.5 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Adj. Flow (vph)37 270 55 14 171 55 72 1 26 11 1 14 Shared Lane Traffic (%) Lane Group Flow (vph) 37 270 55 14 226 0 72 27 0 0 26 0 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.2-7 HCM 6th TWSC HY (2040) WP AM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 205 42 11 130 42 55 1 20 8 1 11 Future Vol, veh/h 28 205 42 11 130 42 55 1 20 8 1 11 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - 120 130 - - 100 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 76 76 76 76 76 76 76 76 76 76 76 76 Heavy Vehicles, % 2 22222222222 Mvmt Flow 37 270 55 14 171 55 72 1 26 11 1 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 226 0 0 325 0 0 578 598 270 612 626 199 Stage 1 ------344344-227227- Stage 2 ------234254-385399- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1342 - - 1235 - - 427 416 769 405 401 842 Stage 1 ------671637-776716- Stage 2 ------769697-638602- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1342 - - 1235 - - 406 400 769 379 385 842 Mov Cap-2 Maneuver ------406400-379385- Stage 1 ------652619-754708- Stage 2 ------746689-598585- Approach EB WB NB SB HCM Control Delay, s 0.8 0.5 14.2 12 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)406 737 1342 - - 1235 - - 544 HCM Lane V/C Ratio 0.178 0.037 0.027 - - 0.012 - - 0.048 HCM Control Delay (s) 15.8 10.1 7.8 - - 8 - - 12 HCM Lane LOS C B A - - A - - B HCM 95th %tile Q(veh) 0.6 0.1 0.1 - - 0 - - 0.2 7.2-8 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)13 178 175 53 68 31 Future Volume (vph)13 178 175 53 68 31 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)40 40 35 Link Distance (ft)711 644 595 Travel Time (s)12.1 11.0 11.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)14 189 186 56 72 33 Shared Lane Traffic (%) Lane Group Flow (vph) 0 203 242 0 105 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.2-9 HCM 6th Roundabout HY (2040) WP AM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.2 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 203 242 105 Demand Flow Rate, veh/h 207 247 107 Vehicles Circulating, veh/h 73 14 190 Vehicles Exiting, veh/h 224 266 71 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.2 4.2 4.0 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 207 247 107 Cap Entry Lane, veh/h 1281 1360 1137 Entry HV Adj Factor 0.982 0.981 0.981 Flow Entry, veh/h 203 242 105 Cap Entry, veh/h 1257 1334 1116 V/C Ratio 0.162 0.182 0.094 Control Delay, s/veh 4.2 4.2 4.0 LOS A A A 95th %tile Queue, veh 1 1 0 7.2-10 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)4 63 17 15 39 123 6 94 33 116 69 2 Future Volume (vph)4 63 17 15 39 123 6 94 33 116 69 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)35 35 40 40 Link Distance (ft)974 473 829 921 Travel Time (s)19.0 9.2 14.1 15.7 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Adj. Flow (vph)6 93 25 22 57 181 9 138 49 171 101 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 124 0 0 260 0 0 196 0 0 275 0 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.2-11 HCM 6th Roundabout HY (2040) WP AM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 5.0 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 124 260 196 275 Demand Flow Rate, veh/h 127 265 200 280 Vehicles Circulating, veh/h 299 156 275 89 Vehicles Exiting, veh/h 70 319 150 332 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.8 5.1 5.3 4.8 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 127 265 200 280 Cap Entry Lane, veh/h 1017 1177 1042 1260 Entry HV Adj Factor 0.977 0.981 0.981 0.982 Flow Entry, veh/h 124 260 196 275 Cap Entry, veh/h 994 1154 1023 1238 V/C Ratio 0.125 0.225 0.192 0.222 Control Delay, s/veh 4.8 5.1 5.3 4.8 LOS AAAA 95th %tile Queue, veh 0111 7.2-12 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1640 0 138 0 674 502 0 588 62 Future Volume (vph)0 0 0 1640 0 138 0 674 502 0 588 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 10.9 9.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)0 0 0 2076 0 175 0 853 635 0 744 78 Shared Lane Traffic (%) Lane Group Flow (vph)00002076 175 0 853 635 0 822 0 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)91.0 91.0 91.0 29.0 29.0 Total Split (%)75.8% 75.8% 75.8% 24.2%24.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 7.2-13 HCM 6th Signalized Intersection Summary HY (2040) WP AM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 1640 0 138 0 674 502 0 588 62 Future Volume (veh/h) 0 0 0 1640 0 138 0 674 502 0 588 62 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 2076 0 175 0 853 0 0 744 78 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222022022 Cap, veh/h 1284 0 1143 0 726 0 959 100 Arrive On Green 0.72 0.00 0.72 0.00 0.07 0.00 0.00 0.20 0.20 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4865 489 Grp Volume(v), veh/h 2076 0 175 0 853 0 0 538 284 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1782 Q Serve(g_s), s 86.5 0.0 4.2 0.0 24.5 0.0 0.0 17.9 18.1 Cycle Q Clear(g_c), s 86.5 0.0 4.2 0.0 24.5 0.0 0.0 17.9 18.1 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.27 Lane Grp Cap(c), veh/h 1284 0 1143 0 726 0 695 364 V/C Ratio(X)1.62 0.00 0.15 0.00 1.18 0.00 0.77 0.78 Avail Cap(c_a), veh/h 1284 0 1143 0 726 0 695 364 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.36 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 16.8 0.0 5.3 0.0 56.0 0.0 0.0 45.1 45.2 Incr Delay (d2), s/veh 281.2 0.0 0.1 0.0 84.6 0.0 0.0 8.2 15.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 129.8 0.0 1.3 0.0 20.2 0.0 0.0 8.3 9.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 297.9 0.0 5.3 0.0 140.6 0.0 0.0 53.3 60.5 LnGrp LOS F A A A F A D E Approach Vol, veh/h 2251 853 822 Approach Delay, s/veh 275.2 140.6 55.8 Approach LOS F F E Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 29.0 29.0 91.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 24.5 86.5 Max Q Clear Time (g_c+I1), s 26.5 20.1 88.5 Green Ext Time (p_c), s 0.0 2.0 0.0 Intersection Summary HCM 6th Ctrl Delay 200.0 HCM 6th LOS F Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.2-14 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1640 0 138 0 674 502 0 588 62 Future Volume (vph)0 0 0 1640 0 138 0 674 502 0 588 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 240 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 10.9 9.7 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph)0 0 0 2076 0 175 0 853 635 0 744 78 Shared Lane Traffic (%)45% Lane Group Flow (vph) 0 0 0 1142 1109 0 0 853 635 0 822 0 Turn Type Split NA NA Free NA Protected Phases 8 8 2 6 Permitted Phases Free Detector Phase 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 Total Split (s)85.0 85.0 35.0 35.0 Total Split (%)70.8% 70.8%29.2%29.2% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 7.2-15 HCM 6th Signalized Intersection Summary HY (2040) WP AM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 1640 0 138 0 674 502 0 588 62 Future Volume (veh/h) 0 0 0 1640 0 138 0 674 502 0 588 62 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 2239 0 0 0 853 0 0 744 78 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222022022 Cap, veh/h 2331 1224 0 0 962 0 1272 132 Arrive On Green 0.65 0.00 0.00 0.00 0.27 0.00 0.00 0.27 0.27 Sat Flow, veh/h 3563 1870 0 0 3647 1585 0 4865 489 Grp Volume(v), veh/h 2239 0 0 0 853 0 0 538 284 Grp Sat Flow(s),veh/h/ln 1781 1870 0 0 1777 1585 0 1702 1782 Q Serve(g_s), s 70.2 0.0 0.0 0.0 27.6 0.0 0.0 16.4 16.6 Cycle Q Clear(g_c), s 70.2 0.0 0.0 0.0 27.6 0.0 0.0 16.4 16.6 Prop In Lane 1.00 0.00 0.00 1.00 0.00 0.27 Lane Grp Cap(c), veh/h 2331 1224 0 0 962 0 922 483 V/C Ratio(X)0.96 0.00 0.00 0.00 0.89 0.00 0.58 0.59 Avail Cap(c_a), veh/h 2390 1255 0 0 962 0 922 483 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 0.00 0.79 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.3 0.0 0.0 0.0 42.0 0.0 0.0 37.9 38.0 Incr Delay (d2), s/veh 10.6 0.0 0.0 0.0 9.7 0.0 0.0 2.7 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 %ile BackOfQ(50%),veh/ln 29.5 0.0 0.0 0.0 13.2 0.0 0.0 7.1 7.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.9 0.0 0.0 0.0 51.7 0.0 0.0 40.6 43.1 LnGrp LOS C A A A D A D D Approach Vol, veh/h 2239 853 822 Approach Delay, s/veh 29.9 51.7 41.5 Approach LOS C D D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 37.0 37.0 83.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 30.5 30.5 80.5 Max Q Clear Time (g_c+I1), s 29.6 18.6 72.2 Green Ext Time (p_c), s 0.5 4.1 6.3 Intersection Summary HCM 6th Ctrl Delay 37.1 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.2-16 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 220 1 1205 0000956603892139 0 Future Volume (vph) 220 1 1205 0000956603892139 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 14.8 10.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)259 1 1418 00001125 709 105 2516 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 259 710 709 00001834 0 105 2516 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)57.0 57.0 57.0 50.2 12.8 63.0 Total Split (%)47.5% 47.5% 47.5%41.8% 10.7% 52.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 7.2-17 HCM 6th Signalized Intersection Summary HY (2040) WP AM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 220 1 1205 0000956603892139 0 Future Volume (veh/h) 220 1 1205 0000956603892139 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 259 0 1419 0 1125 709 105 2516 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 779 0 1387 0 1296 604 123 2489 0 Arrive On Green 0.44 0.00 0.44 0.00 0.38 0.38 0.02 0.16 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 259 0 1419 0 1125 709 105 2516 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 11.5 0.0 52.5 0.0 36.7 45.7 7.0 58.5 0.0 Cycle Q Clear(g_c), s 11.5 0.0 52.5 0.0 36.7 45.7 7.0 58.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 779 0 1387 0 1296 604 123 2489 0 V/C Ratio(X)0.33 0.00 1.02 0.00 0.87 1.17 0.85 1.01 0.00 Avail Cap(c_a), veh/h 779 0 1387 0 1296 604 123 2489 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.51 0.51 0.00 Uniform Delay (d), s/veh 22.2 0.0 33.8 0.0 34.4 37.2 58.0 50.3 0.0 Incr Delay (d2), s/veh 0.2 0.0 30.2 0.0 8.0 95.1 24.2 15.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.0 25.4 0.0 16.2 33.0 4.1 30.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 0.0 63.9 0.0 42.4 132.3 82.2 65.9 0.0 LnGrp LOS C A F A D F F F A Approach Vol, veh/h 1678 1834 2621 Approach Delay, s/veh 57.5 77.1 66.6 Approach LOS E E E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 12.8 50.2 57.0 63.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.3 45.7 52.5 58.5 Max Q Clear Time (g_c+I1), s 9.0 47.7 54.5 60.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 67.3 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. 7.2-18 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 220 1 1205 0000956603892139 0 Future Volume (vph) 220 1 1205 0000956603892139 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 150 280 0 Storage Lanes 1 1 0 0 0 1 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 35 35 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 14.8 10.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)259 1 1418 00001125 709 105 2516 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 259 710 709 00001125 709 105 2516 0 Turn Type Perm NA Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 Free Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)57.0 57.0 57.0 43.9 19.1 63.0 Total Split (%)47.5% 47.5% 47.5%36.6% 15.9% 52.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 32.9 (27%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 7.2-19 HCM 6th Signalized Intersection Summary HY (2040) WP AM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 220 1 1205 0000956603892139 0 Future Volume (veh/h) 220 1 1205 0000956603892139 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 259 0 1419 0 1125 0 105 2516 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 779 0 1387 0 1928 129 2489 0 Arrive On Green 0.44 0.00 0.44 0.00 0.38 0.00 0.14 0.98 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 1781 5274 0 Grp Volume(v), veh/h 259 0 1419 0 1125 0 105 2516 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 11.5 0.0 52.5 0.0 21.1 0.0 6.9 58.5 0.0 Cycle Q Clear(g_c), s 11.5 0.0 52.5 0.0 21.1 0.0 6.9 58.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 779 0 1387 0 1928 129 2489 0 V/C Ratio(X)0.33 0.00 1.02 0.00 0.58 0.81 1.01 0.00 Avail Cap(c_a), veh/h 779 0 1387 0 1928 217 2489 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 0.00 0.40 0.40 0.00 Uniform Delay (d), s/veh 22.2 0.0 33.8 0.0 29.8 0.0 50.5 1.5 0.0 Incr Delay (d2), s/veh 0.2 0.0 30.2 0.0 1.3 0.0 5.0 14.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.0 25.4 0.0 8.7 0.0 3.0 3.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 0.0 63.9 0.0 31.1 0.0 55.5 15.6 0.0 LnGrp LOS C A F A C E F A Approach Vol, veh/h 1678 1125 2621 Approach Delay, s/veh 57.5 31.1 17.2 Approach LOS E C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 13.2 49.8 57.0 63.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.6 39.4 52.5 58.5 Max Q Clear Time (g_c+I1), s 8.9 23.1 54.5 60.5 Green Ext Time (p_c), s 0.1 7.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 32.6 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.2-20 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 513 216 230 50 300 160 372 692 40 352 2099 724 Future Volume (vph) 513 216 230 50 300 160 372 692 40 352 2099 724 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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 Adj. Flow (vph)558 235 250 54 326 174 404 752 43 383 2282 787 Shared Lane Traffic (%) Lane Group Flow (vph) 558 235 250 54 326 174 404 752 43 383 2282 787 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)23.4 36.4 9.5 22.5 22.5 18.5 50.7 50.7 23.4 55.6 55.6 Total Split (%)19.5% 30.3% 7.9% 18.8% 18.8% 15.4% 42.3% 42.3% 19.5% 46.3% 46.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 7.2-21 HCM 6th Signalized Intersection Summary HY (2040) WP AM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 513 216 230 50 300 160 372 692 40 352 2099 724 Future Volume (veh/h) 513 216 230 50 300 160 372 692 40 352 2099 724 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 558 235 0 54 326 174 404 752 43 383 2282 787 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, %222222222222 Cap, veh/h 561 952 124 493 207 416 2436 686 450 2491 701 Arrive On Green 0.31 0.51 0.00 0.07 0.26 0.26 0.12 0.43 0.43 0.13 0.44 0.44 Sat Flow, veh/h 3563 3741 1585 3563 3741 1567 3563 5611 1580 3563 5611 1580 Grp Volume(v), veh/h 558 235 0 54 326 174 404 752 43 383 2282 787 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1567 1781 1870 1580 1781 1870 1580 Q Serve(g_s), s 18.7 4.2 0.0 1.7 9.3 12.6 13.6 10.5 1.9 12.6 45.7 53.3 Cycle Q Clear(g_c), s 18.7 4.2 0.0 1.7 9.3 12.6 13.6 10.5 1.9 12.6 45.7 53.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 561 952 124 493 207 416 2436 686 450 2491 701 V/C Ratio(X)0.99 0.25 0.44 0.66 0.84 0.97 0.31 0.06 0.85 0.92 1.12 Avail Cap(c_a), veh/h 561 994 148 561 235 416 2436 686 561 2491 701 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.87 0.87 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.0 23.0 0.0 54.7 41.8 43.0 52.8 22.2 19.7 51.3 31.3 33.4 Incr Delay (d2), s/veh 34.0 0.1 0.0 2.4 2.4 21.2 36.7 0.3 0.2 10.0 6.7 72.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 1.7 0.0 0.8 3.9 5.3 7.9 4.4 0.7 6.0 20.2 32.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.0 23.1 0.0 57.1 44.2 64.2 89.5 22.5 19.9 61.3 38.0 106.2 LnGrp LOS E C E D E F C B E D F Approach Vol, veh/h 793 554 1199 3452 Approach Delay, s/veh 59.6 51.7 45.0 56.1 Approach LOS E D D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.7 56.6 8.7 35.1 18.5 57.8 23.4 20.3 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 18.9 46.2 5.0 31.9 14.0 51.1 18.9 18.0 Max Q Clear Time (g_c+I1), s 14.6 12.5 3.7 6.2 15.6 55.3 20.7 14.6 Green Ext Time (p_c), s 0.5 5.1 0.0 1.4 0.0 0.0 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 53.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 7.2-22 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 105 60 33 57 77 83 1159 126 468 1902 36 Future Volume (vph)60 105 60 33 57 77 83 1159 126 468 1902 36 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)35 35 55 55 Link Distance (ft)473 452 1623 476 Travel Time (s)9.2 8.8 20.1 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)67 117 67 37 63 86 92 1288 140 520 2113 40 Shared Lane Traffic (%) Lane Group Flow (vph) 67 117 67 37 63 86 92 1288 140 520 2113 40 Turn Type Prot NA Perm Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)15.0 23.7 23.7 11.3 20.0 20.0 17.3 54.0 31.0 67.7 67.7 Total Split (%)12.5% 19.8% 19.8% 9.4% 16.7% 16.7% 14.4% 45.0% 25.8% 56.4% 56.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 7.2-23 HCM 6th Signalized Intersection Summary HY (2040) WP AM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 105 60 33 57 77 83 1159 126 468 1902 36 Future Volume (veh/h) 60 105 60 33 57 77 83 1159 126 468 1902 36 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 67 117 67 37 63 0 92 1288 0 520 2113 40 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 86 154 130 53 119 114 2932 596 3484 1081 Arrive On Green 0.05 0.08 0.08 0.03 0.06 0.00 0.13 1.00 0.00 0.17 0.68 0.68 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 67 117 67 37 63 0 92 1288 0 520 2113 40 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 4.5 7.3 4.9 2.5 3.9 0.0 6.0 0.0 0.0 17.6 26.9 1.0 Cycle Q Clear(g_c), s 4.5 7.3 4.9 2.5 3.9 0.0 6.0 0.0 0.0 17.6 26.9 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 86 154 130 53 119 114 2932 596 3484 1081 V/C Ratio(X)0.78 0.76 0.51 0.70 0.53 0.80 0.44 0.87 0.61 0.04 Avail Cap(c_a), veh/h 156 307 260 101 249 190 2932 763 3484 1081 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.67 0.67 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 53.9 52.8 57.7 54.5 0.0 51.6 0.0 0.0 48.4 10.3 6.2 Incr Delay (d2), s/veh 13.9 7.5 3.1 15.7 3.7 0.0 8.5 0.3 0.0 9.0 0.8 0.1 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 2.3 3.8 2.0 1.3 2.0 0.0 2.7 0.1 0.0 8.0 8.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.3 61.4 55.9 73.4 58.1 0.0 60.1 0.3 0.0 57.3 11.1 6.3 LnGrp LOS EEEEE EA EBA Approach Vol, veh/h 251 100 1380 2673 Approach Delay, s/veh 62.3 63.8 4.3 20.0 Approach LOS E E A C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 25.2 72.9 8.0 13.9 12.2 85.9 10.3 11.6 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 26.5 50.0 6.8 19.7 12.8 63.7 10.5 16.0 Max Q Clear Time (g_c+I1), s 19.6 2.0 4.5 9.3 8.0 28.9 6.5 5.9 Green Ext Time (p_c), s 1.1 10.4 0.0 0.5 0.1 20.4 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 18.5 HCM 6th LOS B Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 7.2-24 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 286 295 148 65 467 296 314 838 53 366 1448 473 Future Volume (vph) 286 295 148 65 467 296 314 838 53 366 1448 473 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1477 944 330 1623 Travel Time (s)20.1 12.9 4.1 20.1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)314 324 163 71 513 325 345 921 58 402 1591 520 Shared Lane Traffic (%) Lane Group Flow (vph) 314 324 163 71 513 325 345 979 0 402 1591 520 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 5.0 5.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (s)20.0 36.7 36.7 10.3 27.0 27.0 22.0 49.0 24.0 51.0 51.0 Total Split (%)16.7% 30.6% 30.6% 8.6% 22.5% 22.5% 18.3% 40.8% 20.0% 42.5% 42.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 7.2-25 HCM 6th Signalized Intersection Summary HY (2040) WP AM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 286 295 148 65 467 296 314 838 53 366 1448 473 Future Volume (veh/h) 286 295 148 65 467 296 314 838 53 366 1448 473 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 314 324 163 71 513 325 345 921 58 402 1591 520 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 374 932 416 130 681 304 408 1445 91 459 2248 698 Arrive On Green 0.11 0.26 0.26 0.04 0.19 0.19 0.12 0.43 0.43 0.27 0.88 0.88 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3395 214 3456 5106 1585 Grp Volume(v), veh/h 314 324 163 71 513 325 345 482 497 402 1591 520 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1832 1728 1702 1585 Q Serve(g_s), s 10.7 8.9 10.1 2.4 16.4 23.0 11.7 25.7 25.7 13.4 11.8 13.7 Cycle Q Clear(g_c), s 10.7 8.9 10.1 2.4 16.4 23.0 11.7 25.7 25.7 13.4 11.8 13.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 374 932 416 130 681 304 408 756 780 459 2248 698 V/C Ratio(X) 0.84 0.35 0.39 0.54 0.75 1.07 0.85 0.64 0.64 0.88 0.71 0.75 Avail Cap(c_a), veh/h 446 968 432 167 681 304 504 756 780 562 2248 698 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 52.5 35.9 36.4 56.7 45.8 48.5 51.8 27.2 27.2 43.1 4.7 4.8 Incr Delay (d2), s/veh 11.6 0.2 0.6 3.5 4.7 71.4 10.6 4.1 4.0 9.4 1.4 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 3.7 3.8 1.1 7.4 14.7 5.5 10.9 11.2 5.3 2.1 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.1 36.2 37.0 60.2 50.6 119.9 62.5 31.2 31.1 52.5 6.1 9.9 LnGrp LOS E D D E D F E C C D A A Approach Vol, veh/h 801 909 1324 2513 Approach Delay, s/veh 47.3 76.1 39.3 14.3 Approach LOS D E D B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.4 55.1 9.0 35.5 18.7 56.8 17.5 27.0 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 19.5 45.0 5.8 32.7 17.5 47.0 15.5 23.0 Max Q Clear Time (g_c+I1), s 15.4 27.7 4.4 12.1 13.7 15.7 12.7 25.0 Green Ext Time (p_c), s 0.6 5.0 0.0 2.2 0.4 16.0 0.3 0.0 Intersection Summary HCM 6th Ctrl Delay 35.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 7.2-26 Lanes, Volumes, Timings HY (2040) WP AM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 802 28 0 1142 0 38 Future Volume (vph) 802 28 0 1142 0 38 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft)90 90 Link Speed (mph)40 40 30 Link Distance (ft)1749 549 252 Travel Time (s)29.8 9.4 5.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)872 30 0 1241 0 41 Shared Lane Traffic (%) Lane Group Flow (vph) 872 30 0 1241 0 41 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.2-27 HCM 6th TWSC HY (2040) WP AM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 802 28 0 1142 0 38 Future Vol, veh/h 802 28 0 1142 0 38 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 150 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 872 30 0 1241 0 41 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 436 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.14 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver - - 0 - 0 486 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----486 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 13.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)486 - - - HCM Lane V/C Ratio 0.085 - - - HCM Control Delay (s) 13.1 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.3 - - - 7.2-28 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 131 1185 71 141 997 156 145 73 126 189 76 143 Future Volume (vph) 131 1185 71 141 997 156 145 73 126 189 76 143 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)185 165 180 120 102 230 85 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft)60 90 60 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)549 936 343 642 Travel Time (s)9.4 16.0 6.7 12.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)144 1302 78 155 1096 171 159 80 138 208 84 157 Shared Lane Traffic (%) Lane Group Flow (vph) 144 1302 78 155 1096 171 159 80 138 208 241 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 52216688844 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)12.1 24.5 24.5 13.0 25.4 25.4 22.5 22.5 22.5 22.5 22.5 Total Split (%)20.2% 40.8% 40.8% 21.7% 42.3% 42.3% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 35 (58%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 1: Technology Dr. & Gerald Ford Dr. 7.2-29 HCM 6th Signalized Intersection Summary HY (2040) WP PM Peak Hour 1: Technology Dr. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 1185 71 141 997 156 145 73 126 189 76 143 Future Volume (veh/h) 131 1185 71 141 997 156 145 73 126 189 76 143 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 144 1302 78 155 1096 171 159 80 138 208 84 157 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 183 1864 575 196 1902 586 326 561 473 431 174 326 Arrive On Green 0.10 0.36 0.36 0.11 0.37 0.37 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 5106 1574 1781 5106 1574 1136 1870 1577 1159 581 1087 Grp Volume(v), veh/h 144 1302 78 155 1096 171 159 80 138 208 0 241 Grp Sat Flow(s),veh/h/ln 1781 1702 1574 1781 1702 1574 1136 1870 1577 1159 0 1668 Q Serve(g_s), s 4.7 13.0 2.0 5.1 10.3 4.6 8.0 1.9 4.0 9.6 0.0 7.1 Cycle Q Clear(g_c), s 4.7 13.0 2.0 5.1 10.3 4.6 15.1 1.9 4.0 11.5 0.0 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.65 Lane Grp Cap(c), veh/h 183 1864 575 196 1902 586 326 561 473 431 0 500 V/C Ratio(X) 0.79 0.70 0.14 0.79 0.58 0.29 0.49 0.14 0.29 0.48 0.00 0.48 Avail Cap(c_a), veh/h 226 1864 575 252 1902 586 326 561 473 431 0 500 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 0.64 0.64 0.64 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.3 16.2 12.7 26.0 15.0 13.3 23.4 15.4 16.1 19.6 0.0 17.2 Incr Delay (d2), s/veh 13.9 2.2 0.5 8.1 0.8 0.8 5.1 0.5 1.6 3.8 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 4.6 0.7 2.4 3.5 1.5 2.4 0.8 1.5 2.8 0.0 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.2 18.4 13.2 34.1 15.9 14.1 28.5 15.9 17.7 23.4 0.0 20.5 LnGrp LOS D B B C B B C B B C A C Approach Vol, veh/h 1524 1422 377 449 Approach Delay, s/veh 20.2 17.6 21.8 21.8 Approach LOS C B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.1 26.4 22.5 10.7 26.8 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 20.0 18.0 7.6 20.9 18.0 Max Q Clear Time (g_c+I1), s 7.1 15.0 13.5 6.7 12.3 17.1 Green Ext Time (p_c), s 0.1 3.4 1.0 0.0 4.8 0.2 Intersection Summary HCM 6th Ctrl Delay 19.6 HCM 6th LOS B 7.2-30 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)63 1 16 9 1 63 14 222 11 18 196 75 Future Volume (vph)63 1 16 9 1 63 14 222 11 18 196 75 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 150 175 55 0 Storage Lanes 0 0 0 0 1 1 1 0 Taper Length (ft)90 90 60 60 Link Speed (mph)30 30 30 30 Link Distance (ft)216 313 338 343 Travel Time (s)4.9 7.1 7.7 7.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)67 1 17 10 1 67 15 236 12 19 209 80 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 0 0 78 0 15 236 12 19 289 0 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 7.2-31 HCM 6th TWSC HY (2040) WP PM Peak Hour 2: Technology Dr. & E. Dwy/The Village W. Dwy. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 63 1 16 9 1 63 14 222 11 18 196 75 Future Vol, veh/h 63 1 16 9 1 63 14 222 11 18 196 75 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150-17555-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 67 1 17 10 1 67 15 236 12 19 209 80 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 593 565 249 562 593 236 289 0 0 248 0 0 Stage 1 287 287 - 266 266 ------- Stage 2 306 278 - 296 327 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 417 434 790 438 418 803 1273 - - 1318 - - Stage 1 720 674 - 739 689 ------- Stage 2 704 680 - 712 648 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 374 423 790 419 407 803 1273 - - 1318 - - Mov Cap-2 Maneuver 374 423 - 419 407 ------- Stage 1 711 665 - 730 681 ------- Stage 2 637 672 - 686 639 ------- Approach EB WB NB SB HCM Control Delay, s 15.8 10.7 0.4 0.5 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1273 - - 419 713 1318 - - HCM Lane V/C Ratio 0.012 - - 0.203 0.109 0.015 - - HCM Control Delay (s) 7.9 - - 15.8 10.7 7.8 - - HCM Lane LOS A - - C B A - - HCM 95th %tile Q(veh) 0 - - 0.8 0.4 0 - - 7.2-32 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)73 196 190 172 130 90 Future Volume (vph)73 196 190 172 130 90 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)803 445 338 Travel Time (s)18.3 10.1 7.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)81 218 211 191 144 100 Shared Lane Traffic (%) Lane Group Flow (vph) 0 299 402 0 244 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.2-33 HCM 6th Roundabout HY (2040) WP PM Peak Hour 3: College Dr. & Technology Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 5.6 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 299 402 244 Demand Flow Rate, veh/h 305 410 249 Vehicles Circulating, veh/h 147 83 215 Vehicles Exiting, veh/h 317 369 278 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 5.4 5.9 5.4 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 305 410 249 Cap Entry Lane, veh/h 1188 1268 1108 Entry HV Adj Factor 0.979 0.980 0.980 Flow Entry, veh/h 299 402 244 Cap Entry, veh/h 1163 1242 1086 V/C Ratio 0.257 0.323 0.225 Control Delay, s/veh 5.4 5.9 5.4 LOS A A A 95th %tile Queue, veh 1 1 1 7.2-34 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)14 220 55 21 239 20 51 1 18 32 1 47 Future Volume (vph)14 220 55 21 239 20 51 1 18 32 1 47 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 120 130 0 100 0 0 0 Storage Lanes 1 1 1 0 1 0 0 0 Taper Length (ft)60 65 60 90 Link Speed (mph)30 30 30 30 Link Distance (ft)755 803 448 197 Travel Time (s)17.2 18.3 10.2 4.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)15 234 59 22 254 21 54 1 19 34 1 50 Shared Lane Traffic (%) Lane Group Flow (vph) 15 234 59 22 275 0 54 20 0 0 85 0 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.2-35 HCM 6th TWSC HY (2040) WP PM Peak Hour 4: University Dr./S. Dwy. & College Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 220 55 21 239 20 51 1 18 32 1 47 Future Vol, veh/h 14 220 55 21 239 20 51 1 18 32 1 47 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - 120 130 - - 100 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 15 234 59 22 254 21 54 1 19 34 1 50 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 275 0 0 293 0 0 598 583 234 613 632 265 Stage 1 ------264264-309309- Stage 2 ------334319-304323- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1288 - - 1269 - - 414 424 805 405 398 774 Stage 1 ------741690-701660- Stage 2 ------680653-705650- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1288 - - 1269 - - 378 412 805 386 386 774 Mov Cap-2 Maneuver ------378412-386386- Stage 1 ------732682-693649- Stage 2 ------624642-679642- Approach EB WB NB SB HCM Control Delay, s 0.4 0.6 14.4 12.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)378 767 1288 - - 1269 - - 547 HCM Lane V/C Ratio 0.144 0.026 0.012 - - 0.018 - - 0.156 HCM Control Delay (s) 16.1 9.8 7.8 - - 7.9 - - 12.8 HCM Lane LOS C A A - - A - - B HCM 95th %tile Q(veh) 0.5 0.1 0 - - 0.1 - - 0.5 7.2-36 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)13 221 205 112 88 14 Future Volume (vph)13 221 205 112 88 14 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)711 644 595 Travel Time (s)16.2 14.6 13.5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)15 248 230 126 99 16 Shared Lane Traffic (%) Lane Group Flow (vph) 0 263 356 0 115 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.2-37 HCM 6th Roundabout HY (2040) WP PM Peak Hour 5: College Dr. & Pacific Av. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 4.8 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 263 356 115 Demand Flow Rate, veh/h 268 364 117 Vehicles Circulating, veh/h 101 15 235 Vehicles Exiting, veh/h 251 354 144 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.8 5.0 4.3 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 268 364 117 Cap Entry Lane, veh/h 1245 1359 1086 Entry HV Adj Factor 0.981 0.979 0.983 Flow Entry, veh/h 263 356 115 Cap Entry, veh/h 1222 1330 1067 V/C Ratio 0.215 0.268 0.108 Control Delay, s/veh 4.8 5.0 4.3 LOS A A A 95th %tile Queue, veh 1 1 0 7.2-38 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)6 46 11 34 69 229 17 119 24 181 140 5 Future Volume (vph)6 46 11 34 69 229 17 119 24 181 140 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)16 16 16 16 16 16 16 16 16 16 16 16 Link Speed (mph)30 30 30 30 Link Distance (ft)974 473 829 921 Travel Time (s)22.1 10.8 18.8 20.9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Adj. Flow (vph)7 55 13 41 83 276 20 143 29 218 169 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 75 0 0 400 0 0 192 0 0 393 0 Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.2-39 HCM 6th Roundabout HY (2040) WP PM Peak Hour 6: College Dr. & University Park Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 6.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 75 400 192 393 Demand Flow Rate, veh/h 76 409 196 400 Vehicles Circulating, veh/h 436 173 285 147 Vehicles Exiting, veh/h 111 308 227 435 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.9 6.7 5.3 6.3 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 76 409 196 400 Cap Entry Lane, veh/h 885 1157 1032 1188 Entry HV Adj Factor 0.986 0.979 0.980 0.982 Flow Entry, veh/h 75 400 192 393 Cap Entry, veh/h 872 1132 1011 1166 V/C Ratio 0.086 0.354 0.190 0.337 Control Delay, s/veh 4.9 6.7 5.3 6.3 LOS AAAA 95th %tile Queue, veh 0212 7.2-40 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 906 0 82 0 766 1063 0 439 88 Future Volume (vph)0 0 0 906 0 82 0 766 1063 0 439 88 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 12.8 11.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 0 0 974 0 88 0 824 1143 0 472 95 Shared Lane Traffic (%) Lane Group Flow (vph)00009748808241143 0 567 0 Turn Type Split NA Perm NA Free NA Protected Phases 8 8 2 6 Permitted Phases 8 Free Detector Phase 8 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)81.0 81.0 81.0 39.0 39.0 Total Split (%)67.5% 67.5% 67.5% 32.5%32.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 7.2-41 HCM 6th Signalized Intersection Summary HY (2040) WP PM Peak Hour 7: Cook St. & I-10 WB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 906 0 82 0 766 1063 0 439 88 Future Volume (veh/h) 0 0 0 906 0 82 0 766 1063 0 439 88 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 974 0 88 0 824 0 0 472 95 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222022022 Cap, veh/h 1034 0 920 0 1224 0 1475 290 Arrive On Green 0.58 0.00 0.58 0.00 0.11 0.00 0.00 0.34 0.34 Sat Flow, veh/h 1781 0 1585 0 3647 1585 0 4450 841 Grp Volume(v), veh/h 974 0 88 0 824 0 0 373 194 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 1585 0 1702 1719 Q Serve(g_s), s 60.7 0.0 3.0 0.0 26.7 0.0 0.0 9.7 10.0 Cycle Q Clear(g_c), s 60.7 0.0 3.0 0.0 26.7 0.0 0.0 9.7 10.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.49 Lane Grp Cap(c), veh/h 1034 0 920 0 1224 0 1173 592 V/C Ratio(X)0.94 0.00 0.10 0.00 0.67 0.00 0.32 0.33 Avail Cap(c_a), veh/h 1136 0 1010 0 1224 0 1173 592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 0.09 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.3 0.0 11.2 0.0 46.7 0.0 0.0 29.0 29.1 Incr Delay (d2), s/veh 14.2 0.0 0.0 0.0 0.3 0.0 0.0 0.7 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 27.9 0.0 1.0 0.0 12.8 0.0 0.0 4.1 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.5 0.0 11.2 0.0 47.0 0.0 0.0 29.7 30.5 LnGrp LOS D A B A D A C C Approach Vol, veh/h 1062 824 567 Approach Delay, s/veh 35.3 47.0 30.0 Approach LOS D D C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 45.8 45.8 74.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 34.5 34.5 76.5 Max Q Clear Time (g_c+I1), s 28.7 12.0 62.7 Green Ext Time (p_c), s 2.7 3.7 6.9 Intersection Summary HCM 6th Ctrl Delay 38.0 HCM 6th LOS D Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.2-42 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 906 0 82 0 766 1063 0 439 88 Future Volume (vph)0 0 0 906 0 82 0 766 1063 0 439 88 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 240 240 0 0 0 0 Storage Lanes 0 0 0 1 0 1 0 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1233 745 562 497 Travel Time (s)28.0 16.9 12.8 11.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 0 0 974 0 88 0 824 1143 0 472 95 Shared Lane Traffic (%)45% Lane Group Flow (vph) 0 0 0 536 526 0 0 824 1143 0 567 0 Turn Type Split NA NA Free NA Protected Phases 8 8 2 6 Permitted Phases Free Detector Phase 8 8 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 Total Split (s)69.0 69.0 51.0 51.0 Total Split (%)57.5% 57.5%42.5%42.5% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & I-10 WB Ramps 7.2-43 HCM 6th Signalized Intersection Summary HY (2040) WP PM Peak Hour 7: Cook St. & I-10 WB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 906 0 82 0 766 1063 0 439 88 Future Volume (veh/h) 0 0 0 906 0 82 0 766 1063 0 439 88 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1056 0 0 0 824 0 0 472 95 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222022022 Cap, veh/h 1195 627 0 0 2095 0 2524 496 Arrive On Green 0.34 0.00 0.00 0.00 0.59 0.00 0.00 0.59 0.59 Sat Flow, veh/h 3563 1870 0 0 3647 1585 0 4450 841 Grp Volume(v), veh/h 1056 0 0 0 824 0 0 373 194 Grp Sat Flow(s),veh/h/ln 1781 1870 0 0 1777 1585 0 1702 1719 Q Serve(g_s), s 33.6 0.0 0.0 0.0 14.9 0.0 0.0 6.1 6.3 Cycle Q Clear(g_c), s 33.6 0.0 0.0 0.0 14.9 0.0 0.0 6.1 6.3 Prop In Lane 1.00 0.00 0.00 1.00 0.00 0.49 Lane Grp Cap(c), veh/h 1195 627 0 0 2095 0 2007 1013 V/C Ratio(X)0.88 0.00 0.00 0.00 0.39 0.00 0.19 0.19 Avail Cap(c_a), veh/h 1915 1005 0 0 2095 0 2007 1013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 0.00 0.60 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 0.0 0.0 0.0 13.2 0.0 0.0 11.4 11.4 Incr Delay (d2), s/veh 3.2 0.0 0.0 0.0 0.3 0.0 0.0 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.0 0.0 0.0 0.0 5.9 0.0 0.0 2.3 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.9 0.0 0.0 0.0 13.5 0.0 0.0 11.6 11.8 LnGrp LOS D AAAB ABB Approach Vol, veh/h 1056 824 567 Approach Delay, s/veh 40.9 13.5 11.6 Approach LOS D B B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 75.2 75.2 44.8 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 46.5 46.5 64.5 Max Q Clear Time (g_c+I1), s 16.9 8.3 35.6 Green Ext Time (p_c), s 6.6 4.1 4.7 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.2-44 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 339 1 823 00001490 1343 220 1125 0 Future Volume (vph) 339 1 823 00001490 1343 220 1125 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 0 280 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 17.3 12.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)365 1 885 00001602 1444 237 1210 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 365 444 442 00003046 0 237 1210 0 Turn Type Split NA Perm NA Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)30.0 30.0 30.0 71.0 19.0 90.0 Total Split (%)25.0% 25.0% 25.0%59.2% 15.8% 75.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 7.2-45 HCM 6th Signalized Intersection Summary HY (2040) WP PM Peak Hour 8: Cook St. & I-10 EB Ramps University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 339 1 823 00001490 1343 220 1125 0 Future Volume (veh/h) 339 1 823 00001490 1343 220 1125 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 365 0 886 0 1602 1444 237 1210 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 379 0 674 0 1886 878 215 3638 0 Arrive On Green 0.21 0.00 0.21 0.00 0.55 0.55 0.24 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 3572 1585 1781 5274 0 Grp Volume(v), veh/h 365 0 886 0 1602 1444 237 1210 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 24.4 0.0 25.5 0.0 47.6 66.5 14.5 0.0 0.0 Cycle Q Clear(g_c), s 24.4 0.0 25.5 0.0 47.6 66.5 14.5 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 379 0 674 0 1886 878 215 3638 0 V/C Ratio(X)0.96 0.00 1.32 0.00 0.85 1.64 1.10 0.33 0.00 Avail Cap(c_a), veh/h 379 0 674 0 1886 878 215 3638 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay (d), s/veh 46.8 0.0 47.3 0.0 22.5 26.8 45.5 0.0 0.0 Incr Delay (d2), s/veh 36.8 0.0 152.2 0.0 5.0 294.9 88.9 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.6 0.0 24.2 0.0 19.4 95.5 10.8 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 83.6 0.0 199.5 0.0 27.5 321.7 134.4 0.2 0.0 LnGrp LOS F A F A C F F A A Approach Vol, veh/h 1251 3046 1447 Approach Delay, s/veh 165.7 167.0 22.2 Approach LOS F F C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 19.0 71.0 30.0 90.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 66.5 25.5 85.5 Max Q Clear Time (g_c+I1), s 16.5 68.5 27.5 2.0 Green Ext Time (p_c), s 0.0 0.0 0.0 12.6 Intersection Summary HCM 6th Ctrl Delay 130.2 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. 7.2-46 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 339 1 823 00001490 1343 220 1125 0 Future Volume (vph) 339 1 823 00001490 1343 220 1125 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 415 0 0 0 150 280 0 Storage Lanes 1 1 0 0 0 1 1 0 Taper Length (ft)90 90 90 80 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1245 719 760 562 Travel Time (s)28.3 16.3 17.3 12.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)365 1 885 00001602 1444 237 1210 0 Shared Lane Traffic (%)50% Lane Group Flow (vph) 365 444 442 00001602 1444 237 1210 0 Turn Type Split NA Perm NA Free Prot NA Protected Phases 4 4 2 1 6 Permitted Phases 4 Free Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s)44.0 44.0 44.0 50.0 26.0 76.0 Total Split (%)36.7% 36.7% 36.7%41.7% 21.7% 63.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 8: Cook St. & I-10 EB Ramps 7.2-47 HCM 6th Signalized Intersection Summary HY (2040) WP PM Peak Hour 8: Cook St. & I-10 EB Ramps WITH IMPROVEMENTS University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 339 1 823 00001490 1343 220 1125 0 Future Volume (veh/h) 339 1 823 00001490 1343 220 1125 0 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 365 0 886 0 1602 0 237 1210 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 546 0 973 0 2215 262 3157 0 Arrive On Green 0.31 0.00 0.31 0.00 0.43 0.00 0.29 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 1781 5274 0 Grp Volume(v), veh/h 365 0 886 0 1602 0 237 1210 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1781 1702 0 Q Serve(g_s), s 21.4 0.0 32.3 0.0 31.1 0.0 15.4 0.0 0.0 Cycle Q Clear(g_c), s 21.4 0.0 32.3 0.0 31.1 0.0 15.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 546 0 973 0 2215 262 3157 0 V/C Ratio(X)0.67 0.00 0.91 0.00 0.72 0.91 0.38 0.00 Avail Cap(c_a), veh/h 586 0 1043 0 2215 319 3157 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 0.00 0.87 0.87 0.00 Uniform Delay (d), s/veh 36.3 0.0 40.0 0.0 28.0 0.0 41.6 0.0 0.0 Incr Delay (d2), s/veh 2.7 0.0 11.3 0.0 2.1 0.0 22.5 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.7 0.0 14.0 0.0 12.9 0.0 7.4 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.9 0.0 51.3 0.0 30.1 0.0 64.1 0.3 0.0 LnGrp LOS D A D A C E A A Approach Vol, veh/h 1251 1602 1447 Approach Delay, s/veh 47.7 30.1 10.8 Approach LOS D C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 22.1 56.6 41.3 78.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 45.5 39.5 71.5 Max Q Clear Time (g_c+I1), s 17.4 33.1 34.3 2.0 Green Ext Time (p_c), s 0.3 8.5 2.5 12.5 Intersection Summary HCM 6th Ctrl Delay 28.7 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 7.2-48 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 859 371 325 90 337 303 405 1386 30 265 1013 593 Future Volume (vph) 859 371 325 90 337 303 405 1386 30 265 1013 593 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)225 230 160 200 210 120 290 360 Storage Lanes 2 0 2 1 2 1 2 1 Taper Length (ft)130 160 140 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 50 55 55 Link Distance (ft)936 424 1144 831 Travel Time (s)16.0 5.8 14.2 10.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)904 391 342 95 355 319 426 1459 32 279 1066 624 Shared Lane Traffic (%) Lane Group Flow (vph) 904 391 342 95 355 319 426 1459 32 279 1066 624 Turn Type Prot NA Free Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Free 8 2 6 Detector Phase 7 4 388522166 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)38.0 49.8 11.2 23.0 23.0 22.0 42.8 42.8 16.2 37.0 37.0 Total Split (%)31.7% 41.5% 9.3% 19.2% 19.2% 18.3% 35.7% 35.7% 13.5% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.2 (54%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 9: Cook St. & Gerald Ford Dr. 7.2-49 HCM 6th Signalized Intersection Summary HY (2040) WP PM Peak Hour 9: Cook St. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 859 371 325 90 337 303 405 1386 30 265 1013 593 Future Volume (veh/h) 859 371 325 90 337 303 405 1386 30 265 1013 593 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 904 391 0 95 355 319 426 1459 32 279 1066 624 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 948 1362 146 520 218 478 1975 556 331 1744 490 Arrive On Green 0.53 0.73 0.00 0.08 0.28 0.28 0.27 0.70 0.70 0.19 0.62 0.62 Sat Flow, veh/h 3563 3741 1585 3563 3741 1568 3563 5611 1578 3563 5611 1577 Grp Volume(v), veh/h 904 391 0 95 355 319 426 1459 32 279 1066 624 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1568 1781 1870 1578 1781 1870 1577 Q Serve(g_s), s 28.9 4.3 0.0 3.1 10.2 13.4 13.8 19.2 0.8 9.1 13.9 18.8 Cycle Q Clear(g_c), s 28.9 4.3 0.0 3.1 10.2 13.4 13.8 19.2 0.8 9.1 13.9 18.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 948 1362 146 520 218 478 1975 556 331 1744 490 V/C Ratio(X)0.95 0.29 0.65 0.68 1.46 0.89 0.74 0.06 0.84 0.61 1.27 Avail Cap(c_a), veh/h 995 1412 199 577 242 520 1975 556 347 1744 490 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I)0.74 0.74 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.3 10.9 0.0 54.2 41.0 28.1 43.1 14.4 11.6 48.0 18.3 5.8 Incr Delay (d2), s/veh 14.5 0.1 0.0 4.8 2.9 232.4 16.6 2.5 0.2 16.5 1.6 138.0 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 10.1 1.6 0.0 1.4 4.2 18.1 6.1 4.9 0.3 4.3 4.4 24.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.9 11.0 0.0 59.1 43.9 260.5 59.7 16.9 11.8 64.5 19.9 143.8 LnGrp LOS D B E D F EBBEBF Approach Vol, veh/h 1295 769 1917 1969 Approach Delay, s/veh 32.6 135.6 26.3 65.5 Approach LOS C F C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.6 46.7 9.4 48.2 20.6 41.8 36.4 21.2 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 11.7 38.3 6.7 45.3 17.5 32.5 33.5 18.5 Max Q Clear Time (g_c+I1), s 11.1 21.2 5.1 6.3 15.8 20.8 30.9 15.4 Green Ext Time (p_c), s 0.1 8.7 0.0 2.6 0.3 6.7 1.0 1.0 Intersection Summary HCM 6th Ctrl Delay 54.8 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 7.2-50 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)67 125 90 118 154 392 107 1504 80 267 1272 71 Future Volume (vph)67 125 90 118 154 392 107 1504 80 267 1272 71 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)473 452 1623 476 Travel Time (s)10.8 10.3 36.9 10.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)74 139 100 131 171 436 119 1671 89 297 1413 79 Shared Lane Traffic (%) Lane Group Flow (vph) 74 139 100 131 171 436 119 1671 89 297 1413 79 Turn Type Prot NA Perm Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (s)9.5 20.5 20.5 9.5 20.5 20.5 9.5 20.5 9.5 20.5 20.5 Total Split (%)15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 10: Cook St. & University Park Dr./Berger Dr. W. 7.2-51 HCM 6th Signalized Intersection Summary HY (2040) WP PM Peak Hour 10: Cook St. & University Park Dr./Berger Dr. W. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 125 90 118 154 392 107 1504 80 267 1272 71 Future Volume (veh/h) 67 125 90 118 154 392 107 1504 80 267 1272 71 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 139 100 131 171 0 119 1671 0 297 1413 79 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 105 217 184 148 263 148 2130 288 2130 661 Arrive On Green 0.06 0.12 0.12 0.08 0.14 0.00 0.06 0.28 0.00 0.08 0.42 0.42 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 74 139 100 131 171 0 119 1671 0 297 1413 79 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 2.4 4.3 3.6 4.4 5.2 0.0 4.0 18.1 0.0 5.0 13.4 1.8 Cycle Q Clear(g_c), s 2.4 4.3 3.6 4.4 5.2 0.0 4.0 18.1 0.0 5.0 13.4 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 105 217 184 148 263 148 2130 288 2130 661 V/C Ratio(X)0.70 0.64 0.54 0.88 0.65 0.80 0.78 1.03 0.66 0.12 Avail Cap(c_a), veh/h 148 499 423 148 499 148 2130 288 2130 661 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.36 0.36 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.7 25.3 25.0 27.2 24.4 0.0 27.8 19.1 0.0 27.5 14.1 10.7 Incr Delay (d2), s/veh 8.3 3.1 2.5 41.6 2.7 0.0 10.8 1.1 0.0 61.4 1.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 2.0 1.4 3.5 2.4 0.0 2.1 7.4 0.0 4.4 4.8 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.0 28.4 27.5 68.8 27.1 0.0 38.7 20.2 0.0 88.9 15.7 11.1 LnGrp LOS D C C E C D C F B B Approach Vol, veh/h 313 302 1790 1789 Approach Delay, s/veh 29.9 45.2 21.4 27.7 Approach LOS CDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.5 29.5 9.5 11.5 9.5 29.5 8.0 12.9 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 16.0 5.0 16.0 5.0 16.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 7.0 20.1 6.4 6.3 6.0 15.4 4.4 7.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.7 0.0 0.5 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 26.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 7.2-52 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 453 654 348 170 676 102 291 1164 83 142 1022 322 Future Volume (vph) 453 654 348 170 676 102 291 1164 83 142 1022 322 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)220 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)120 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 30 30 Link Distance (ft)1477 944 330 1623 Travel Time (s)33.6 21.5 7.5 36.9 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 Adj. Flow (vph)492 711 378 185 735 111 316 1265 90 154 1111 350 Shared Lane Traffic (%) Lane Group Flow (vph) 492 711 378 185 735 111 316 1355 0 154 1111 350 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s) 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)24.0 39.0 39.0 16.0 31.0 31.0 22.0 53.8 11.2 43.0 43.0 Total Split (%)20.0% 32.5% 32.5% 13.3% 25.8% 25.8% 18.3% 44.8% 9.3% 35.8% 35.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & Frank Sinatra Dr. 7.2-53 HCM 6th Signalized Intersection Summary HY (2040) WP PM Peak Hour 11: Cook St. & Frank Sinatra Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 453 654 348 170 676 102 291 1164 83 142 1022 322 Future Volume (veh/h) 453 654 348 170 676 102 291 1164 83 142 1022 322 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 492 711 378 185 735 111 316 1265 90 154 1111 350 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, %222222222222 Cap, veh/h 545 1101 491 244 791 353 381 1421 101 193 1877 583 Arrive On Green 0.16 0.31 0.31 0.07 0.22 0.22 0.11 0.42 0.42 0.06 0.37 0.37 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3365 239 3456 5106 1585 Grp Volume(v), veh/h 492 711 378 185 735 111 316 667 688 154 1111 350 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1827 1728 1702 1585 Q Serve(g_s), s 16.8 20.7 25.9 6.3 24.3 7.0 10.7 41.7 41.9 5.3 21.1 21.5 Cycle Q Clear(g_c), s 16.8 20.7 25.9 6.3 24.3 7.0 10.7 41.7 41.9 5.3 21.1 21.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 545 1101 491 244 791 353 381 750 771 193 1877 583 V/C Ratio(X) 0.90 0.65 0.77 0.76 0.93 0.31 0.83 0.89 0.89 0.80 0.59 0.60 Avail Cap(c_a), veh/h 562 1101 491 331 800 357 504 750 771 193 1877 583 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 0.51 0.51 0.51 Uniform Delay (d), s/veh 49.6 35.7 37.5 54.8 45.7 39.0 52.3 32.1 32.1 56.0 30.7 30.8 Incr Delay (d2), s/veh 17.5 1.3 7.3 6.8 17.0 0.5 8.6 14.8 14.8 11.4 0.7 2.3 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 8.5 9.1 11.0 3.0 12.5 2.8 5.1 20.6 21.3 2.6 8.7 8.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.1 37.0 44.8 61.5 62.8 39.5 60.8 46.9 46.9 67.4 31.4 33.1 LnGrp LOS E D D E E D E D D E C C Approach Vol, veh/h 1581 1031 1671 1615 Approach Delay, s/veh 48.3 60.0 49.6 35.2 Approach LOS D E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.2 54.7 13.0 41.2 17.7 48.1 23.4 30.7 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 6.7 49.8 11.5 35.0 17.5 39.0 19.5 27.0 Max Q Clear Time (g_c+I1), s 7.3 43.9 8.3 27.9 12.7 23.5 18.8 26.3 Green Ext Time (p_c), s 0.0 4.1 0.2 3.5 0.5 8.2 0.2 0.4 Intersection Summary HCM 6th Ctrl Delay 47.1 HCM 6th LOS D 7.2-54 Lanes, Volumes, Timings HY (2040) WP PM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1228 14 0 1285 0 158 Future Volume (vph) 1228 14 0 1285 0 158 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft)90 90 Link Speed (mph)30 30 30 Link Distance (ft)1749 549 252 Travel Time (s)39.8 12.5 5.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)1335 15 0 1397 0 172 Shared Lane Traffic (%) Lane Group Flow (vph) 1335 15 0 1397 0 172 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.2-55 HCM 6th TWSC HY (2040) WP PM Peak Hour 12: Main Dwy. & Gerald Ford Dr. University Park Medical Center Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14855\Synchro\04 - 2040WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1228 14 0 1285 0 158 Future Vol, veh/h 1228 14 0 1285 0 158 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 150 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 1335 15 0 1397 0 172 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 668 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.14 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver - - 0 - 0 344 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----344 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 25.5 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)344 - - - HCM Lane V/C Ratio 0.499 - - - HCM Control Delay (s) 25.5 - - - HCM Lane LOS D - - - HCM 95th %tile Q(veh) 2.7 - - - 7.2-56 Queuing and Blocking Report HY (2040) WP AM Peak Hour University Park Medical Center Traffic Analysis University Park Medical Center Traffic Analysis SimTraffic Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Intersection: 2: Technology Dr. & E. Dwy/The Village W. Dwy. Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft)30 35 25 35 Average Queue (ft)15 24 9 8 95th Queue (ft)38 47 33 33 Link Distance (ft)177 263 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)150 55 Storage Blk Time (%)0 Queuing Penalty (veh)0 Intersection: 4: University Dr./S. Dwy. & College Dr. Movement EB WB NB NB SB Directions Served L L L TR LTR Maximum Queue (ft)11 11 45 25 30 Average Queue (ft)2 3 27 16 16 95th Queue (ft)15 17 54 32 40 Link Distance (ft)403 160 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 130 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Main Dwy. & Gerald Ford Dr. Movement EB NB Directions Served T R Maximum Queue (ft)6 51 Average Queue (ft) 1 24 95th Queue (ft)11 56 Link Distance (ft)1728 180 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 7.2-57 Queuing and Blocking Report HY (2040) WP PM Peak Hour University Park Medical Center Traffic Analysis University Park Medical Center Traffic Analysis SimTraffic Report F:\UXRjobs\_14600-15000\14855\Synchro\104 - 2040WP_Improvements.syn Urban Crossroads, Inc. Intersection: 2: Technology Dr. & E. Dwy/The Village W. Dwy. Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft)49 38 18 18 Average Queue (ft)34 28 4 5 95th Queue (ft)55 47 19 23 Link Distance (ft)177 263 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)150 55 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 4: University Dr./S. Dwy. & College Dr. Movement EB WB NB NB SB Directions Served L L L TR LTR Maximum Queue (ft)11 12 34 22 53 Average Queue (ft)2 4 22 12 36 95th Queue (ft)15 22 44 29 64 Link Distance (ft)403 160 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 130 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Main Dwy. & Gerald Ford Dr. Movement EB EB EB NB Directions Served T T T R Maximum Queue (ft) 421 335 169 172 Average Queue (ft) 195 122 46 112 95th Queue (ft)516 431 266 211 Link Distance (ft)1728 1728 1728 180 Upstream Blk Time (%)24 Queuing Penalty (veh)0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 7.2-58