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HomeMy WebLinkAboutAppendix E Refuge Traffic Analysis Report and Appendices VITALIA/REFUGE RESIDENTIAL TRAFFIC ANALYSIS Reference Number Agency Date September 7, 2022 City of Palm Desert 14702-03 TA Report.docx PREPARED BY: Janette Cachola | jcachola@urbanxroads.com Marlie Whiteman, P.E. | mwhiteman@urbanxroads.com John Kain, AICP | jkain@urbanxroads.com     14702-03 TA Report.docx 2 TABLE OF CONTENTS Table of Contents ............................................................................................................................................... ii  Appendices ......................................................................................................................................................... iv  List of Exhibits ..................................................................................................................................................... v  List of Tables ...................................................................................................................................................... vi  List of Abbreviated Terms ............................................................................................................................... vii  1 Introduction............................................................................................................................................... 1  1.1 Summary of Findings ..................................................................................................................... 1  1.2 Project Overview ........................................................................................................................... 1  1.3 Analysis Scenarios ......................................................................................................................... 3  1.4 Study Area ..................................................................................................................................... 4  1.5 Analysis Findings ........................................................................................................................... 4  1.6 Circulation System Deficiencies and Recommended Improvements ........................................... 6  2 Methodologies .......................................................................................................................................... 7  2.1 Level of Service ............................................................................................................................. 7  2.2 Intersection Capacity Analysis ...................................................................................................... 7  2.3 Traffic Signal Warrant Analysis Methodology ............................................................................... 9  2.4 Minimum Acceptable Levels of Service (LOS) ............................................................................... 9  2.5 Deficiency Criteria ....................................................................................................................... 10  3 Area Conditions ...................................................................................................................................... 11  3.1 Existing Circulation Network ....................................................................................................... 11  3.2 City of Palm Desert General Plan Circulation Element ............................................................... 11  3.3 Transit Service ............................................................................................................................. 15  3.4 Pedestrian and Bicycle Facilities ................................................................................................. 16  3.5 Existing (2022) Traffic Counts ..................................................................................................... 16  3.6 Intersection Operations Analysis ................................................................................................ 16  3.7 Traffic Signal Warrants Analysis .................................................................................................. 19  4 Projected Future Traffic ......................................................................................................................... 21  4.1 Project Trip Generation ............................................................................................................... 21  4.2 Project Trip Distribution .............................................................................................................. 21  4.3 Modal Split .................................................................................................................................. 21  4.4 Project Trip Assignment .............................................................................................................. 24  4.5 Background Traffic ...................................................................................................................... 24        14702-03 TA Report.docx 3 5 EAP (2027) Traffic Conditions ................................................................................................................ 29  5.1 Roadway Improvements ............................................................................................................. 29  5.2 EAP Traffic Volume Forecasts ..................................................................................................... 29  5.3 EAP Intersection Operations Analysis ......................................................................................... 29  5.4 Traffic Signal Warrants Analysis .................................................................................................. 29  5.5 Project Deficiencies and Recommended Improvements ............................................................ 32  6 EAPC (2027) Traffic Conditions ............................................................................................................. 33  6.1 Roadway Improvements ............................................................................................................. 33  6.2 EAPC (2027) Traffic Volume Forecasts ........................................................................................ 33  6.3 Intersection Operations Analysis ................................................................................................ 33  6.4 Traffic Signal Warrants Analysis .................................................................................................. 33  6.5 Project Deficiencies and Recommended Improvements ............................................................ 35  7 Site Access and Off-Site Roadway Improvements ............................................................................. 37  7.1 Street “A” Improvements ........................................................................................................... 37  7.2 Gerald Ford Drive Parkway Improvements ................................................................................. 37  7.3 Julie Drive Improvements ........................................................................................................... 38  7.4 Pedestrian Accommodations ...................................................................................................... 38  8 References ............................................................................................................................................... 41      14702-03 TA Report.docx 4 APPENDICES  Appendix 1.1: Approved Traffic Study Scoping Agreement  Appendix 3.1: Traffic Counts – April 2022  Appendix 3.2: Existing (2022) Conditions Intersection Operations Analysis Worksheets  Appendix 3.3: Traffic Signal Warrant Analysis Worksheets  Appendix 5.1: EAP (2027) Conditions Intersection Operations Analysis Worksheets  Appendix 6.1: EAPC (2027) Conditions Intersection Operations Analysis Worksheets      14702-03 TA Report.docx 5 LIST OF EXHIBITS Exhibit 1-1: Preliminary Site Plan ..................................................................................................................... 2  Exhibit 1-2: Study Area ....................................................................................................................................... 5  Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls ............................................. 12  Exhibit 3-2: City of Palm Desert General Plan Circulation Element ........................................................... 13  Exhibit 3-3: City of Palm Desert General Plan Roadway Cross-Sections ................................................... 14  Exhibit 3-4: Existing (2022) Traffic Volumes .................................................................................................. 17  Exhibit 4-1: Project Trip Distribution .............................................................................................................. 23  Exhibit 4-2: Project Only Traffic Volumes ...................................................................................................... 25  Exhibit 4-3: Cumulative Development Location Map .................................................................................. 27  Exhibit 4-4: Cumulative Only Traffic Volumes .............................................................................................. 28  Exhibit 5-1: EAP (2027) Traffic Volumes ......................................................................................................... 30  Exhibit 6-1: EAPC (2027) Traffic Volumes ...................................................................................................... 34  Exhibit 7-1: Site Access Recommendations .................................................................................................. 39        14702-03 TA Report.docx 6 LIST OF TABLES Table 1-1: Intersection Analysis Locations ...................................................................................................... 4  Table 2-1: Signalized Intersection LOS Thresholds ........................................................................................ 8  Table 2-2: Unsignalized Intersection LOS Thresholds ................................................................................... 9  Table 3-1: Intersection Analysis for Existing (2022) Conditions ................................................................. 18  Table 4-1: Project Trip Generation Summary ............................................................................................... 22  Table 4-2: Cumulative Development Land Use Summary .......................................................................... 26  Table 5-1: Intersection Analysis for EAP Conditions .................................................................................... 31  Table 6-1: Intersection Analysis for EAPC (2027) Conditions ...................................................................... 36      14702-03 TA Report.docx 7 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 emp Employee HCM Highway Capacity Manual ITE Institute of Transportation Engineers LOS Level of Service PA Planning Area PHF Peak Hour Factor Project Vitalia/Refuge Residential sf Square Feet TA Traffic Analysis     14702-03 TA Report.docx 8 This page intentionally left blank Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 1 1 INTRODUCTION This report presents the results of the traffic analysis (TA) for Vitalia/Refuge Residential (“Project”), located west of Rembrandt Parkway and south of Gerald Ford 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.  1.1 SUMMARY OF FINDINGS For Existing (2022) conditions, study area intersections experience acceptable operations. The proposed Project is anticipated to require the construction of off-site improvements necessary to provide site access in conjunction with site development. These improvements should be in place prior to occupancy. Project access roadway segment improvements include construction of Street “A” (Rembrandt Parkway southerly extension) from Julie Drive to Gerald Ford Drive as a local collector (minimum pavement of 44’). Julie Drive shall be improved as a collector (52’ pavement section) from its current terminus west of Portola Road to the PA2/PA3 local street intersection within the Project. At the Street “A” – Rembrandt Parkway / Gerald Ford Drive intersection, 1 shared northbound left/through lane, 1 northbound right turn lane, 1 eastbound right turn lane, and 1 westbound left turn lane. Installation of a traffic signal at the Street “A” – Rembrandt Parkway / Gerald Ford Drive intersection is warranted for Existing plus Ambient plus Project (2027) conditions. Project access improvements for vehicles, bicyclists, and pedestrians are presented in Section 7 of this report. In addition, 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. 1.2 PROJECT OVERVIEW The Project is to consist of 969 residential dwelling units, of which 248 are single family detached, 302 are rental homes, 150 are paired housing, and 269 are apartments. It is anticipated that the Project will be fully developed by year 2027. A preliminary site plan of the proposed Project is shown in Exhibit 1-1. 1 NO PAR K I N G NO PARK I N G NO PAR K I N G NOPARKING NO PAR K I N G CO M P A C T CA RCO M P A C T CA R CO M P A C T CA RCO M P A C T CA R CO M P A C T CA RCO M P A C T CA RCO M P A C T CA R COM P A C T CAR COM P A C T CARGe r a l d F o r d D r i v e Je r i L a n e Co s m o p o l i t a n L a n e Po r t o l a P o i n t e L a n e Im p e r i a l C o u r t W e s t Ki n g s t o n C o u r t W e s t We s t P e t u n i a P l a c e Ch i n o o k C i r c l e W e s t PA 7 7.8 ac. PA 1 11.9 ac. PA 2 16.5 ac.PA 3 24.8 ac. PA 4 PA 4 16.7 ac. PA 6 3.9 ac.PA 5 24.8 ac. 22.6 du/ac. 269 Units 10 - 20 du/ac. 330 Units 4 - 5 du/ac. 106 Lots 7 - 9 du/ac. 128 Lots 4 - 5 du/ac. 105 Lots PA 7 Open Space / Circulation Community / Amenity Center PLANNING AREAS EXHIBIT REFUGE PALM DESERT34200 Bob Hope Drive, Rancho Mirage, CA 92270 760.320.9811 msaconsultinginc.com MSA CONSULTING, INC.> PLANNING > CIVIL ENGINEERING > LAND SURVEYING MARCH 14, 2022 N.T.S. Legend Planning Area Planning Area 1* Planning Area 2 Planning Area 3 Planning Area 4 Planning Area 5 Planning Area 6 Planning Area 7 Area Density Range 11.9 ac. 16.5 ac. 24.8 ac. 16.7 ac. 24.8 ac. 3.9 ac. 7.8 ac. Up to 22.6 du/ac. 10 - 18.3 du/ac. 4 - 5 du/ac. 7 - 9 du/ac. 4 - 5 du/ac. - - 269 165 - 302 Units 99 - 124 Lots 117 - 150 Lots 99 - 124 Lots - - Total 106.4 ac. -749 - 969 Planned Units 269 302 106 128 105 - - 910 *Note: Approved Vitalia project. No change proposed. 2 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 3 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 land use codes 210, 215, and 220 are utilized. The Project is anticipated to generate a total of 7,267 trip-ends per day with 476 AM peak hour trips and 610 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) (2027) Conditions  Existing plus Ambient Growth plus Project plus Cumulative (EAPC) (2027) Conditions 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. 1.3.2 EAP (2027) CONDITIONS The Existing plus Ambient Growth plus Project (EAP) conditions analysis determines traffic deficiencies that would occur on the existing roadway system with the addition of Project traffic. To account for background traffic growth, traffic associated with other known cumulative development projects in conjunction with an ambient growth factor from Existing conditions of 10.4% (2% per year, compounded annually over 5 years) is included for EAP (2027) traffic conditions. The ambient growth is consistent with the growth used by other projects in the area within the City of Palm Desert.  Consistent with County of Riverside traffic study guidelines, the EAP analysis is intended to identify “Opening Year” deficiencies associated with the development of the proposed Project based on the expected background growth within the study area. 1.3.3 EAPC (2027) CONDITIONS The Existing plus Project plus Ambient Growth plus Cumulative (EAPC) (2027) 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 in conjunction with an ambient growth factor from Existing conditions of 10.4% is included for EAPC (2027) traffic conditions. The ambient growth is consistent with the growth used by other projects in the area. This comprehensive list was compiled from information provided by the City of Palm Desert. 3 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 4 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 following study area intersections shown on Exhibit 1-2 and listed in Table 1-1 were selected for this TA based on consultation with City of Palm Desert. TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS ID Intersection Location ID Intersection Location  1 Monterey Avenue / Gerald Ford Drive  7 Cook Street / Gerald Ford Drive   2 Gateway Drive / Gerald Ford Drive  8 Portola Road / College Drive – Julie Drive   3 Rembrandt Parkway – Street “A”/ Gerald Ford Drive  9 Portola Road / Frank Sinatra Drive  4 Portola Road / Gerald Ford Drive 10 Portola  Road / Country Club Drive  5 Pacific Avenue / Gerald Ford Drive  11 Monterey Avenue / Dinah Shore Drive  6 Technology Drive / Gerald Ford Drive    1.5 ANALYSIS FINDINGS This section provides a summary of the analysis results for Existing (2022), EAP (2027), and EAPC (2027), conditions. Exhibit 1-3 presents the deficient intersections by scenario. 1.5.1 EXISTING (2022) CONDITIONS For Existing (2022) traffic conditions, the study intersections were found to operate at an acceptable LOS (i.e., LOS “D” or better) during AM and PM peak hours. 4 5 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 6 1.5.2 EAP 2027 CONDITIONS For EAP (2027) traffic conditions, the Street “A” - Rembrandt Parkway/Gerald Ford Drive intersection (#3) requires installation of a traffic signal in order to operate at acceptable conditions during AM and PM peak hours. 1.5.3 EAPC 2027 CONDITIONS For EAPC (2027) traffic conditions, the study intersections were found to continue to operate at an acceptable LOS (i.e., LOS “D” or better) during AM and PM peak hours with installation of a traffic signal at the Street “A” - Rembrandt Parkway/Gerald Ford Drive intersection (#3). 1.6 CIRCULATION SYSTEM DEFICIENCIES AND RECOMMENDED IMPROVEMENTS Project installation of a traffic signal at the deficient intersection of Street “A” - Rembrandt Parkway/Gerald Ford Drive (#3), is anticipated to address intersection operational deficiencies for EAP (2027) and EAPC (2027) conditions. Off-site and on-site roadway improvements needed to provide site access are enumerated in Section 7 Site Access and Off-Site Roadway Improvements section of this report. 6 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 7 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 7 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 8 15-minute flow rate and the full hourly volume (e.g. PHF = [Hourly Volume] / [4 x Peak 15-minute Flow 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. 8 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 9 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 latest edition of 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 the Street “A” – Rembrandt Parkway at Gerald Ford Drive intersection and the Pacific Avenue at Gerald Ford Drive intersection. 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.  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. 9 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 10 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. 10 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 11 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. Gerald Ford Drive is a Balanced Arterial which currently provides five to six vehicle lanes (five west of Portola Avenue and six east of Portola Avenue) with either a median or two-way-left-turn-lane 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. Monterey Avenue 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. Monterey Avenue currently exists in the study area with six travel lanes. Portola Avenue is a Balanced Arterial which provides four vehicle lanes with either a median or two- way-left-turn-lane (TWLTL) along with bicycle, golf cart, and pedestrian facilities, striving for a balance between transportation modes. Portola Avenue currently exists in the study area with four to six travel lanes. 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. Gateway Drive is a Secondary Street which provides a balance between vehicular circulation (four lanes), property access, and non-automobile modes. Gateway Drive currently exists as a four lane roadway with TWLTL, bike lanes, and sidewalks. 11 12 13 14 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 15 Pacific Avenue is a Collector Street which provides two shared vehicle/bicycle lanes without median and is intended to funnel traffic to larger facilities. 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 without median and is intended to funnel traffic to larger facilities. Technology Drive currently exists as a two lane roadway with TWLTL sidewalks. College Drive / Julie Drive is a Collector Street which provides two shared vehicle/bicycle lanes without median and is intended to funnel traffic to larger facilities. Julie Lane exists as a two lane undivided road from Shepherd Lane to Portola Avenue. East of Portola Avenue, College Drive exists as a two lane road with bike/golf cart lanes and sidewalks. 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. Country Club Drive 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. Country Club Drive currently exists in the study area with four travel lanes, bike lanes, and sidewalks. Dinah Shore 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. Dinah Shore Drive currently exists in the study area with six travel lanes west of Monterey Avenue and four travel lanes east of Monterey Avenue. Sidewalks exist as do bike lanes east of Monterey Avenue. 3.3 TRANSIT SERVICE The study area is not currently served by the Sunline transit routes. The nearest bus services are located along Monterey Avenue via Route 32 and Cook Street via Route 20, Route 21. 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. Transit service is reviewed and updated by STA 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. 15 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 16 3.4 PEDESTRIAN AND BICYCLE FACILITIES Existing on-street bike lanes are located on both sides of the roadways along Portola Road, Gerald Road, and Gateway Drive. Between the Project’s westerly boundary and Portola Road, there are no existing sidewalks on the south side of Gerald Ford Drive. 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 and April 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 ADT volumes are shown on Exhibit 3-4. 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 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. Existing weekday peak hour intersection volumes are also shown on Exhibit 3-4. 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 all existing study area intersections are currently operating at acceptable LOS during the peak hours. The intersection operations analysis worksheets are included in Appendix 3.2 of this TA. 16 17 Delay3 Level of Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 LTRLTRLTRLTRAMPMAMPM 1Monterey Av. / Gerald Ford Dr. TS 23023122122129.626.3C C 2Gateway Dr. / Gerald Ford Dr. TS 00010112003111.512.0B B 3Rembrandt Pkwy. / Gerald Ford Dr.CSS 00010d12003118.215.7C C 4Portola Rd. / Gerald Ford Dr. TS 23123112d23136.536.0D D 5Pacific Av. / Gerald Ford Dr. TS 12012013113112.810.7B B 6Technology Dr. / Gerald Ford Dr. TS 11111013113118.120.1B C 7Cook St. / Gerald Ford Dr. TS 231231221>>22127.731.3C C 8Portola Rd. / Julie Dr. - College Dr. TS 1311301101118.59.3A A 9Portola Rd. / Frank Sinatra Dr. TS 13d13012112124.722.4C C 10Portola Rd. / Country Club Dr. TS 12112d12112140.738.2D D 11Monterey Av. / Dinah Shore Dr. TS 230231>>22122133.239.1C D 1 TS = Traffic Signal; CSS = Cross-street Stop 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 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. L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; >> = Free-Right Turn Lane TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2022) CONDITIONS Intersection Approach Lanes2 18 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 19 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. 19 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 20 This page intentionally left blank 20 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 21 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 969 residential dwelling units, of which 248 are single family detached, 302 are rental homes, 150 are paired housing, and 269 are apartments. It is anticipated that the Project would be fully developed by year 2027. Project will have full access to Gerald Ford Drive via Street “A” and to Portola Road via the westerly extension of Julie Drive. Regional access to the project site is provided via the I-10 Freeway at Monterey Avenue and Cook Street along Gerald Ford Drive. 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 Manual (11th Edition, 2021) for land use codes 210, 215, and 220 are used. (4) 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 7,267 trip-ends per day with 476 AM peak hour trips and 610 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. Exhibit 4-1 depicts the trip distribution patterns for the Project. 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. 21 In Out Total In Out Total Single Family Detached 210 248 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Multifamily Housing (Low-Rise) 220 302 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 Single Family Attached 215 150 DU 0.15 0.33 0.48 0.32 0.25 0.57 7.20 Multifamily Housing (Low-Rise) 220 269 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 In Out Total In Out Total Single Family Detached 210 248 DU 45 129 174 146 87 233 2,339 Multifamily Housing (Low-Rise) 220 302 DU 30 91 121 97 57 154 2,035 Single Family Attached 215 150 DU 23 50 73 48 38 86 1,080 Multifamily Housing (Low-Rise) 220 269 DU 27 81 108 86 51 137 1,813 125 351 476 377 233 610 7,267 F:\UXRjobs\_14600-15000\14702\Excel\[14702 - Report.xlsx]14702-Trip Gen Land Use ITE LU Code Quantity 2 AM Peak Hour PM Peak Hour Daily TOTAL 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 DU = Dwelling Unit Trip Generation Results Land Use ITE LU Code Quantity 2 AM Peak Hour PM Peak Hour Daily TABLE 4-1: PROJECT TRIP GENERATION SUMMARY Trip Generation Rates1 22 23 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 24 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 Exhibit 4-2. 4.5 BACKGROUND TRAFFIC Ambient growth has been added to daily and peak hour traffic volumes on surrounding roadways, in conjunction with traffic generated by the development of future projects that have been approved but not yet built and/or for which development applications have been filed and are under consideration by governing agencies. Opening Year Cumulative (2027) traffic volumes are provided in Section 4.6 of this report. The traffic generated by the proposed Project was then manually added to the base volume to determine EAP/EAPC forecasts. 4.5.1 AMBIENT GROWTH RATE Future year traffic forecasts have been based upon background (ambient) growth at 2% per year for 2027 traffic conditions. The total ambient growth is 10.4% for 2027 traffic conditions. The ambient growth factor is intended to approximate regional traffic growth. 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 have been filed and are under consideration by governing agencies, for EAPC traffic conditions. 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 4-3 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. Cumulative project traffic volumes are shown on Exhibit 4-4. 24 25 TAZ Project Name Land Use1 Quantity Units2 PD8 Fairfield Inn & Suites Marriott Hotel Hotel 108 RM SFDR 166 DU Multi‐Family 612 DU Commercial 551.0 TSF Hotel 250 RM PD11 Scotelle Office Building Commercial 10.732 TSF SFDR 773 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 120.0 TSF PD28 Portola Av./Frank Sinatra Dr. Residential Multi‐Family 402 DU PD29 Monterey Crossings Commercial 120.0 TSF PD30 Santa Barbara Apartment Multi‐Family 48 DU Resort Hotel 350 RM Surf Lagoon 1350 Guests Shopping Center 4.0 TSF High-Turnover (Sit-Down) Restaurant 11.250 TSF PD34 The Retreat at Desert Willow Condominiums 112 DU PD36 Laboratory/Office Space Building Laboratory/Office Space 20.5 TSF PD37 Lennar Single Family - Attached Residential 196 DU PD38 Urban Crossings (UHC)Multi-Family 176 DU PD39 TTM 37993 SFDR 176 DU 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 2 DU = Dwelling Units; TSF = Thousand Square Feet; RM = Room PD31 Desert Surf City of Rancho Mirage RM49 Section 31 Specific Plan TABLE 4-2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY 1 SFDR = Single Family Detached Residential City of Palm Desert Millennium Palm Desert University Park Villa Portofino PD10 PD12 PD13 PD21 Ponderosa II PD25 Monterey Specific Plan 26 27 28 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 29 5 EAP (2027) TRAFFIC CONDITIONS This section discusses the traffic forecasts for Existing plus Ambient Growth plus Project (EAP) conditions and the resulting intersection operations and traffic signal warrant analyses. 5.1 ROADWAY IMPROVEMENTS Project driveways and those facilities assumed to be constructed by the Project to provide site access are assumed to be in place for EAP (2027) conditions (e.g., intersection and roadway improvements associated with Street “A” [Rembrandt Parkway southerly extension] and the westerly extension of Julia Street). 5.2 EAP TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes plus an ambient growth factor of 10.4% and the addition of Project traffic. The weekday ADT and weekday peak hour intersection turning movement volumes which can be expected for EAP (2027) traffic conditions are shown on Exhibit 5-1. 5.3 EAP INTERSECTION OPERATIONS ANALYSIS EAP (2027) 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 on Table 5-1 for EAP (2027) traffic conditions, which indicate that the study area intersections are anticipated to continue to operate at an acceptable LOS (LOS “D” or better) under EAP (2027) traffic conditions. The intersection operations analysis worksheets for EAP (2027) traffic conditions are included in Appendix 5.1 of this TA. 5.4 TRAFFIC SIGNAL WARRANTS ANALYSIS The traffic signal warrant analysis for EAP (2027) 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). As mentioned previously, a signal warrant defines the minimum condition under which the installation of a traffic signal might be warranted. Meeting this condition does not require that a traffic control signal be installed at a particular location, but rather, that other traffic factors and conditions be evaluated in order to determine whether the signal is truly justified. It should also be noted that signal warrants do not necessarily correlate with LOS. An intersection may satisfy a signal warrant condition and operate at or above acceptable LOS or operate below acceptable LOS and not meet a signal warrant. 29 30 Delay3 Level of Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 LTRLTRLTRLTRAMPMAMPM 1Monterey Av. / Gerald Ford Dr. TS 23023122122131.828.9C C 2Gateway Dr. / Gerald Ford Dr. TS 00010112003111.812.1B B 3Rembrandt Pkwy. / Gerald Ford Dr.CSS 00010d12003137.8>50E F - With Improvements TS 0.5 0.5 10.50.5d 1 2 1 1 3 1 30.7 21.8 C C 4Portola Rd. / Gerald Ford Dr. TS 23123112d23136.636.4D D 5Pacific Av. / Gerald Ford Dr. TS 12012013113113.411.0B B 6Technology Dr. / Gerald Ford Dr. TS 11111013113119.121.1B C 7Cook St. / Gerald Ford Dr. TS 231231221>>22130.633.3C C 8Portola Rd. / Julie Dr. - College Dr. TS 13113011011117.818.8B B 9Portola Rd. / Frank Sinatra Dr. TS 13d13012112129.524.0C C 10Portola Rd. / Country Club Dr. TS 12112d12112142.239.9D D 11Monterey Av. / Dinah Shore Dr. TS 230231>>22122134.341.0C D 1 TS = Traffic Signal; CSS = Cross-street Stop 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 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. L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; >> = Free-Right Turn Lane; 1 = Improvement TABLE 5-1: INTERSECTION ANALYSIS FOR EAP (2027) CONDITIONS Intersection Approach Lanes2 31 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 32 5.5 PROJECT DEFICIENCIES AND RECOMMENDED IMPROVEMENTS The study area intersections are anticipated to operate at an acceptable LOS with the addition of Project traffic, with the exception of the Street “A” - Rembrandt Parkway / Gerald Ford Drive intersection. Cross-street stop control at this location did not provide acceptable traffic operations with implementation of the Project. Installation of a traffic signal, in addition to Street “A” (Rembrandt Parkway southerly extension), is anticipated to serve the Project and provide acceptable intersection operations with improvement enumerated in Section 7 of this report. The improvements described in Section 7 of this report would achieve acceptable LOS standards for EAP (2027) traffic conditions as shown in Table 6-1. Recommended improvements at the Street “A” – Rembrandt Parkway / Gerald Ford Drive include the following:  Install traffic signal  NB Approach: Shared left/thru lane and separate right turn  WB Approach: 1 WB left turn lane  EB Approach: 1 EB right turn lane The intersection operations analysis worksheets for EAP (2027) traffic conditions, with improvements, are included in Appendix 5.1 of this TA. 32 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 33 6 EAPC (2027) TRAFFIC CONDITIONS This section discusses the methods used to develop Existing plus Ambient Growth plus Project plus Cumulative (EAPC) (2027) traffic forecasts, and the resulting intersection operations and traffic signal warrant analyses. 6.1 ROADWAY IMPROVEMENTS Project driveways and those facilities assumed to be constructed by the Project to provide site access are assumed to be in place for EAPC (2027) conditions (e.g., intersection and roadway improvements associated with Street “A” [Rembrandt Parkway southerly extension] and the westerly extension of Julia Street). If applicable, driveways and those facilities assumed to be constructed by cumulative developments to provide site access are also assumed to be in place for EAPC (2027) conditions. 6.2 EAPC (2027) TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes plus an ambient growth factor of 10.4% 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 (2027) traffic conditions are shown on Exhibit 6-1. 6.3 INTERSECTION OPERATIONS ANALYSIS LOS calculations were conducted for the study intersections to evaluate their operations under EAPC (2027) traffic conditions with roadway and intersection geometrics consistent with Section 6.1 Roadway Improvements. As shown on Table 6-1, the study area intersections are anticipated to continue to operate at an acceptable LOS (LOS “D” or better) under EAPC (2027) traffic conditions. The intersection operations analysis worksheets for EAPC (2027) traffic conditions are included in Appendix 6.1 of this TA. 6.4 TRAFFIC SIGNAL WARRANTS ANALYSIS The traffic signal warrant analysis for EAPC (2027) traffic conditions are provided in Appendix 3.3. For EAPC (2027) traffic conditions, the intersection of Rembrandt Parkway/Gerald Ford Drive (#3) appears to warrant a traffic signal based on both peak hour traffic flows and ADT volumes (see Appendix 3.3). The unsignalized intersections are not anticipated to meet peak hour volume-based warrants and daily volume-based warrants for EAPC (2027) traffic conditions. 33 34 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 35 6.5 PROJECT DEFICIENCIES AND RECOMMENDED IMPROVEMENTS The study area intersections are anticipated to operate at an acceptable LOS with the site access and off-site roadway improvements described in Section 7 of this report. The effectiveness of the proposed recommended improvements is presented in Table 6-1 for EAPC (2027) traffic conditions. Recommended improvements to provide acceptable operations for EAP (2027) and EAPC (2027) traffic conditions at the Street “A” – Rembrandt Parkway / Gerald Ford Drive intersection include the following:  Install traffic signal  NB Approach: Shared left/thru lane and separate right turn  WB Approach: 1 WB left turn lane  EB Approach: 1 EB right turn lane The intersection operations analysis worksheets for EAPC (2027) traffic conditions, with improvements, is included in Appendix 6.1 of this TA. 35 Delay3 Level of Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 LTRLTRLTRLTRAMPMAMPM 1Monterey Av. / Gerald Ford Dr. TS 23023122122132.238.0C D 2Gateway Dr. / Gerald Ford Dr. TS 00010112003113.214.1B B 3Rembrandt Pkwy. / Gerald Ford Dr.CSS 00010d120031>50>50F F - With Improvements TS 0.5 0.5 10.50.5d 1 2 1 1 3 1 31.3 24.7 C C 4Portola Rd. / Gerald Ford Dr. TS 23123112d23136.737.5D D 5Pacific Av. / Gerald Ford Dr. TS 12012013113115.835.8B D 6Technology Dr. / Gerald Ford Dr. TS 11111013113122.122.8C C 7Cook St. / Gerald Ford Dr. TS 231231221>>22135.236.7D D 8Portola Rd. / Julie Dr. - College Dr. TS 13113011011120.625.7C C 9Portola Rd. / Frank Sinatra Dr. TS 13d13012112130.326.7C C 10Portola Rd. / Country Club Dr. TS 12112d12112147.348.3D D 11Monterey Av. / Dinah Shore Dr. TS 230231>>22122136.153.0D D 12 St. "A" / Julie Dr.RDB 00001!0 0.5 0.5 001 04.04.2A A 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. 1 TS = Traffic Signal; CSS = Cross-street Stop; RDB = Roundabout designed per FHWA standards 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. L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; >> = Free-Right Turn Lane; 1 = Improvement 3 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or TABLE 6-1: INTERSECTION ANALYSIS FOR EAPC (2027) CONDITIONS Intersection Approach Lanes2 36 Vitalia/Refuge Residential Traffic Analysis 14702-03 TA Report.docx 37 7 SITE ACCESS AND OFF-SITE ROADWAY IMPROVEMENTS The Project is proposed to be served by a north/south roadway labeled Street “A” and an east/west roadway which is the extension of Julie Drive. Street “A” connects to Gerald Ford Drive at the existing Rembrandt Parkway/Gerald Ford Drive intersection (#3). The Julie Drive extension connects to Portola Road at the existing Portola Road / Julie Drive-College Drive intersection (#8). 7.1 STREET “A” IMPROVEMENTS Based upon projected daily traffic volumes, Street “A” south of Gerald Ford Drive is recommended to be improved as a 2 lane local collector with a minimum curb-to-curb width of 44’ between Gerald Ford Drive and Julie Drive. The pavement width of 44’ is able to also accommodate shared bicycle & golf cart lanes between Gerald Ford Drive and the Project’s southerly boundary as indicated on Exhibit 7- 1. Along Street “A” between Gerald Ford Drive and Julie Drive, there are two access driveways serving PA 1 and one driveway serving PA 2. The lane geometrics recommended at the Street “A” – Rembrandt Parkway / Gerald Ford Drive intersection include a northbound shared left/through lane and separate right turn lane as shown on Exhibit 7-1. For the eastbound and westbound approach to the Street “A” – Rembrandt Parkway / Gerald Ford Drive intersection, a single eastbound right turn and single westbound left turn lane are also needed. Installation of a traffic signal at this location is warranted in conjunction with the Project. For the Street “A” – Rembrandt Parkway / Gerald Ford Drive intersection, the northbound right turn lane should provide 125’ of storage. The westbound left turn lane (on Gerald Ford Drive) should provide 150’ of storage. The eastbound right turn lane (on Gerald Ford Drive) should provide 150’ of storage. All of the improvements described above regarding implementation of Street “A” access improvements are recommended to be accomplished prior to occupancy of the 1st dwelling unit in Planning Area 1. A complete Signing and Striping plan showing all of the above improvements and signed by a licensed Civil or Traffic Engineer will be submitted for approval by the City prior to construction. 7.2 GERALD FORD DRIVE PARKWAY IMPROVEMENTS Along the Project boundary, the south side of Gerald Ford Drive currently exists with two eastbound vehicle lanes, a bicycle/golf cart lane, and curb/gutter. The Project should construct the sidewalk along the Project frontage, connecting to the existing sidewalk that currently terminates near the westerly Project boundary. 37 Vitalia/Refuge Residential Traffic Analysis 14702-03 TA Report.docx 38 7.3 JULIE DRIVE IMPROVEMENTS Julie Drive is recommended to be improved as a collector with a minimum curb-to-curb width of 52’ between Portola Road and the Project PA2/PA3 local street intersection west of Street “A”. The westerly extension of Julie Drive connects the Project to the existing segment of Julie Drive which is the west leg of the existing Portola Road at Julie Drive – College Drive intersection. The 52’ pavement section accommodates a 12’ raised median and two 20’ travel lanes. The 52’ cross-section is able to also accommodate shared bicycle & golf cart lanes between Portola Road and the PA 2/PA3 local street intersection. Consistent with the Palm Desert General Plan Proposed Bicycle & Golf Network, golf carts are permitted on Julie Drive, which provides golf cart connectivity between the Project and Portola Road. The lane geometrics recommended at the Portola Road / Julie Drive – College Drive intersection include the existing eastbound left turn lane and shared through/ right lane as shown on Exhibit 7-1. At the eastbound approach to the Portola Road / Julie Drive – College Drive intersection, the existing 60’ right turn lane should be lengthened to provide 125’ of storage. The intersection of Street “A” / Julie Drive (#12) is proposed as a roundabout intersection designed per FHWA standards, with north, east, and west legs. The extension of Julie Drive west of Street “A” serves as the primary access to Planning Areas (PAs) 3 through 6 of the Project and also provides a secondary access to PA 2. Implementation of Julie Drive access improvements are recommended to be accomplished prior to occupancy of the 1st dwelling unit in Planning Areas 2 to 6. A complete Signing and Striping plan showing all of the above improvements and signed by a licensed Civil or Traffic Engineer will be submitted for approval by the City prior to construction. 7.4 PEDESTRIAN ACCOMMODATIONS Sidewalk improvements are proposed along Street “A” between Gerald Ford Drive and Julie Drive. At the Street “A” – Rembrandt Parkway / Gerald Ford Drive intersection, crosswalks will be provided in conjunction with traffic signal control. At the Street “A” / Julie Drive roundabout designed per FHWA standards, crosswalks should be designed in conjunction with yield control at each leg of the intersection. Along Julie Drive between the PA2/PA3 local street intersection and the Portola Road / Julie Drive – College Drive intersection sidewalks are proposed on both sides of the roadway. At the Portola Road / Julie Drive – College Drive intersection, crosswalks are provided at the existing traffic signal. PA2/PA3 at Julie Drive is proposed as a roundabout intersection designed per FHWA standards and crosswalks should be designed in conjunction with yield control at each leg of the intersection. Local streets within PA3 and PA5 should be constructed with 36’ pavement sections and sidewalks along both sides. 38 39 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 40 This page intentionally left blank 40 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 41 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. 41 Vitalia/Refuge Residential Traffic Analysis     14702-03 TA Report.docx 42 This page intentionally left blank 42 Vitalia/Refuge Palm Desert Residential Traffic Analysis   14702-03 TA Report.docx APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT    Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT      14702‐02 TA & VMT Scope.docx  April 7, 2022    Mr. Randy Bowman  City of Palm Desert    73510 Fred Waring Drive  Palm Desert, CA 92260    SUBJECT: VITALIA/REFUGE PALM DESERT RESIDENTIAL LEVEL OF SERVICE (LOS) AND VEHICLE MILES  TRAVELED (VMT) SCOPING AGREEMENT  Dear Mr. Randy Bowman:  Urban Crossroads, Inc. is pleased to resubmit this scoping letter to City of Palm Desert regarding the  Level of Service (LOS) and Vehicle Miles Traveled (VMT)for the proposed Vitalia/Refuge Palm Desert  Residential development (“Project”), which is located west of Rembrandt Parkway and south of Gerald  Ford Drive in the City of Palm Desert.  It is our understanding that the Project is to consist of 969  residential dwelling units, of which 248 are single family detached, 302 are rental homes, 150 are  paired housing, and 269 are apartments.  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 2027.  Project will have full access at the Rembrandt Parkway future  extension and at the future extension of Julie 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 uses (ITE Land Use Codes: 210, 215, and 220) are used.  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 7,267trip‐ends per day with 476 AM peak hour trips and 607 PM  peak hour trips.  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.  Exhibit 3 presents the Project  1.1-1 Mr. Randy Bowman  City of Palm Desert   April 7, 2022  Page 2    14702‐02 TA & VMT Scope.docx   distribution pattern.  Based on the identified Project traffic generation and trip distribution patterns,  Project ADT and peak hour intersection turning movement volumes are shown on Exhibit 4.  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) (2027)    Existing plus Ambient plus Project plus Cumulative (EAPC) (2027)  EAP traffic conditions will be utilized to determine direct Project traffic impacts, while the Interim Year  (2027) With Project analysis will be utilized to determine the Project’s cumulatively considerable  impacts (subject to payment of fees/fair share).   The City of Palm Desert General Plan Circulation Element is depicted on Exhibit 5, while the  accompanying roadway cross‐sections are presented on Exhibit 6.  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:  ID Intersection Location ID Intersection Location  1 Monterey Avenue / Gerald Ford Drive  7 Cook Street / Gerald Ford Drive   2 Gateway Drive / Gerald Ford Drive  8 Portola Road / College Drive – Julie Drive   3 Rembrandt Parkway – Street “A”/ Gerald Ford Drive  9 Portola Road / Frank Sinatra Drive  4 Portola Road / Gerald Ford Drive 10 Portola  Road / Country Club Drive  5 Pacific Avenue / Gerald Ford Drive  11 Monterey Avenue / Dinah Shore Drive 6 Technology Drive / Gerald Ford Drive  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.  1.1-2 Mr. Randy Bowman  City of Palm Desert   April 7, 2022  Page 3    14702‐02 TA & VMT Scope.docx   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 April 2022 during the  following timeframes: 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM.    CUMULATIVE DEVELOPMENT TRAFFIC  It is  requested that City staff review the list of cumulative development projects (shown on Exhibit 7  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 5‐year period (i.e., 1.025years = 1.104 or 10.4%) for Interim Year (2027)  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.  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.  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 (714) 585‐0574.  Respectfully submitted,  URBAN CROSSROADS, INC.       John Kain, AICP                                                                  Marlie Whiteman, PE  Principal  Senior Associate  1.1-3 In Out Total In Out Total Single Family Detached 210 248 DU 0.18 0.52 0.70 0.59 0.34 0.93 9.43 Rental Homes 220 302 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 Paired Housing 215 150 DU 0.15 0.33 0.48 0.32 0.25 0.57 7.20 Apartments 220 269 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 In Out Total In Out Total Single Family Detached 210 248 DU 45 129 174 146 84 230 2,339 Rental Homes 220 302 DU 30 91 121 97 57 154 2,035 Paired Housing 215 150 DU 23 50 73 48 38 86 1,080 Apartments 220 269 DU 27 81 108 86 51 137 1,813 125 351 476 377 230 607 7,267 F:\UXRjobs\_14600‐15000\14702\Excel\[14702 ‐ Scope.xlsx]Trip Gen Land Use ITE LU Code Quantity 2 AM Peak Hour PM Peak Hour Daily Trip Generation Results TOTAL 1  Trip Generation Source:  Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2  DU = Dwelling Unit Land Use ITE LU Code Quantity 2 AM Peak Hour PM Peak Hour Daily TABLE 1: PROJECT TRIP GENERATION SUMMARY Trip Generation Rates1 1.1-4 NO PAR K I N G NO PARK I N G NO PAR K I N G NOPARKING NO PAR K I N G CO M P A C T CA RCO M P A C T CA R CO M P A C T CA RCO M P A C T CA R CO M P A C T CA RCO M P A C T CA RCO M P A C T CA R COM P A C T CAR COM P A C T CARGe r a l d F o r d D r i v e Je r i L a n e Co s m o p o l i t a n L a n e Po r t o l a P o i n t e L a n e Im p e r i a l C o u r t W e s t Ki n g s t o n C o u r t W e s t We s t P e t u n i a P l a c e Ch i n o o k C i r c l e W e s t PA 7 7.8 ac. PA 1 11.9 ac. PA 2 16.5 ac.PA 3 24.8 ac. PA 4 PA 4 16.7 ac. PA 6 3.9 ac.PA 5 24.8 ac. 22.6 du/ac. 269 Units 10 - 20 du/ac. 330 Units 4 - 5 du/ac. 106 Lots 7 - 9 du/ac. 128 Lots 4 - 5 du/ac. 105 Lots PA 7 Open Space / Circulation Community / Amenity Center PLANNING AREAS EXHIBIT REFUGE PALM DESERT34200 Bob Hope Drive, Rancho Mirage, CA 92270 760.320.9811 msaconsultinginc.com MSA CONSULTING, INC.> PLANNING > CIVIL ENGINEERING > LAND SURVEYING MARCH 14, 2022 N.T.S. Legend Planning Area Planning Area 1* Planning Area 2 Planning Area 3 Planning Area 4 Planning Area 5 Planning Area 6 Planning Area 7 Area Density Range 11.9 ac. 16.5 ac. 24.8 ac. 16.7 ac. 24.8 ac. 3.9 ac. 7.8 ac. Up to 22.6 du/ac. 10 - 18.3 du/ac. 4 - 5 du/ac. 7 - 9 du/ac. 4 - 5 du/ac. - - 269 165 - 302 Units 99 - 124 Lots 117 - 150 Lots 99 - 124 Lots - - Total 106.4 ac. -749 - 969 Planned Units 269 302 106 128 105 - - 910 *Note: Approved Vitalia project. No change proposed. 1.1-5 1.1-6 1.1-7 1.1-8 1.1-9 1.1-10 1.1-11 ID Project Name Land Use1 Quantity Units2 PD8 Fairfield Inn & Suites Marriott Hotel Hotel 108 RM SFDR 166 DU Multi‐Family 612 DU Commercial 551.0 TSF Hotel 250 RM PD11 Scotelle Office Building Commercial 10.732 TSF SFDR 773 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 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 120.0 TSF PD27 Wolff Cottages Senior Adult Living 167.0 DU PD28 Portola Av./Frank Sinatra Dr. Residential Multi‐Family 402 DU PD29 Monterey  Crossings Commercial 120.0 TSF PD30 Santa Barbara Apartment Multi‐Family 48 DU Resort Hotel 350 RM Surf Lagoon 1350 Guests Shopping Center 4.0 TSF High‐Turnover (Sit‐Down) Restaurant 11.250 TSF PD34 The Retreat at Desert Willow Condominiums 112 DU PD36 Laboratory/Office Space Building Laboratory/Office Space 20.5 TSF PD37 Lennar Single Family ‐ Attached Residential 196 DU PD38 Urban Crossings (UHC)Multi‐Family 176 DU 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 1  SFDR = Single Family Detached Residential 2  DU = Dwelling Units; TSF = Thousand Square Feet; RM = Rooms F:\UXRjobs\_14600‐15000\14702\Excel\[14702 ‐ Scope.xlsx]CM List RM49 Section 31 Specific Plan PD12 University Park PD21 Ponderosa II PD25 Monterey Specific Plan PD13 Villa Portofino PD31 Desert Surf CITY OF RANCHO MIRAGE TABLE 2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY CITY OF PALM DESERT PD10 Millennium Palm Desert 1.1-12 Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx APPENDIX 3.1: TRAFFIC COUNTS – MARCH AND APRIL 2022 Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx This Page Intentionally Left Blank File Name : 01_PLD_Mont_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Monterey Avenue E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Monterey Avenue Southbound Gerald Ford Drive Westbound Monterey Avenue 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 12 157 19 188 12 85 11 108 12 91 5 108 21 56 12 89 493 07:15 AM 9 162 15 186 19 84 16 119 17 110 10 137 8 39 25 72 514 07:30 AM 13 251 22 286 18 115 13 146 12 91 7 110 12 55 30 97 639 07:45 AM 9 317 26 352 24 98 16 138 29 151 4 184 20 59 29 108 782 Total 43 887 82 1012 73 382 56 511 70 443 26 539 61 209 96 366 2428 08:00 AM 9 207 20 236 21 109 15 145 25 129 5 159 24 64 33 121 661 08:15 AM 8 212 22 242 26 79 19 124 19 133 7 159 20 39 35 94 619 08:30 AM 12 243 25 280 25 66 9 100 22 146 5 173 21 57 36 114 667 08:45 AM 7 246 21 274 19 86 14 119 19 142 11 172 29 60 22 111 676 Total 36 908 88 1032 91 340 57 488 85 550 28 663 94 220 126 440 2623 Grand Total 79 1795 170 2044 164 722 113 999 155 993 54 1202 155 429 222 806 5051 Apprch %3.9 87.8 8.3 16.4 72.3 11.3 12.9 82.6 4.5 19.2 53.2 27.5 Total %1.6 35.5 3.4 40.5 3.2 14.3 2.2 19.8 3.1 19.7 1.1 23.8 3.1 8.5 4.4 16 Monterey Avenue Southbound Gerald Ford Drive Westbound Monterey Avenue 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 07:45 AM 07:45 AM 9 317 26 352 24 98 16 138 29 151 4 184 20 59 29 108 782 08:00 AM 9 207 20 236 21 109 15 145 25 129 5 159 24 64 33 121 661 08:15 AM 8 212 22 242 26 79 19 124 19 133 7 159 20 39 35 94 619 08:30 AM 12 243 25 280 25 66 9 100 22 146 5 173 21 57 36 114 667 Total Volume 38 979 93 1110 96 352 59 507 95 559 21 675 85 219 133 437 2729 % App. Total 3.4 88.2 8.4 18.9 69.4 11.6 14.1 82.8 3.1 19.5 50.1 30.4 PHF .792 .772 .894 .788 .923 .807 .776 .874 .819 .925 .750 .917 .885 .855 .924 .903 .872 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-1 File Name : 01_PLD_Mont_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Monterey Avenue E/W: Gerald Ford Drive Weather: Clear Monterey Avenue 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 Monterey Avenue Right 93 Thru 979 Left 38 InOut Total 703 1110 1813 Ri g h t 59 Th r u 35 2 Le f t 96 Ou t To t a l In 27 8 50 7 78 5 Left 95 Thru 559 Right 21 Out TotalIn 1208 675 1883 Le f t 85 Th r u 21 9 Ri g h t 13 3 To t a l Ou t In 54 0 43 7 97 7 Peak Hour Begins at 07:45 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 07:30 AM 07:45 AM 08:00 AM +0 mins.13 251 22 286 18 115 13 146 29 151 4 184 24 64 33 121 +15 mins.9 317 26 352 24 98 16 138 25 129 5 159 20 39 35 94 +30 mins.9 207 20 236 21 109 15 145 19 133 7 159 21 57 36 114 +45 mins.8 212 22 242 26 79 19 124 22 146 5 173 29 60 22 111 Total Volume 39 987 90 1116 89 401 63 553 95 559 21 675 94 220 126 440 % App. Total 3.5 88.4 8.1 16.1 72.5 11.4 14.1 82.8 3.1 21.4 50 28.6 PHF .750 .778 .865 .793 .856 .872 .829 .947 .819 .925 .750 .917 .810 .859 .875 .909 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-2 File Name : 01_PLD_Mont_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Monterey Avenue E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Monterey Avenue Southbound Gerald Ford Drive Westbound Monterey Avenue 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 7 210 26 243 16 84 20 120 26 234 18 278 32 78 16 126 767 04:15 PM 7 211 30 248 20 61 14 95 46 300 20 366 26 62 28 116 825 04:30 PM 10 209 16 235 29 77 30 136 16 263 24 303 34 64 20 118 792 04:45 PM 16 208 27 251 14 56 15 85 28 261 17 306 30 47 24 101 743 Total 40 838 99 977 79 278 79 436 116 1058 79 1253 122 251 88 461 3127 05:00 PM 11 192 21 224 13 62 15 90 23 246 17 286 28 71 31 130 730 05:15 PM 9 199 20 228 26 50 19 95 39 291 14 344 39 78 28 145 812 05:30 PM 9 203 21 233 14 64 13 91 27 233 12 272 85 81 54 220 816 05:45 PM 5 190 20 215 24 53 9 86 30 226 21 277 59 84 28 171 749 Total 34 784 82 900 77 229 56 362 119 996 64 1179 211 314 141 666 3107 Grand Total 74 1622 181 1877 156 507 135 798 235 2054 143 2432 333 565 229 1127 6234 Apprch %3.9 86.4 9.6 19.5 63.5 16.9 9.7 84.5 5.9 29.5 50.1 20.3 Total %1.2 26 2.9 30.1 2.5 8.1 2.2 12.8 3.8 32.9 2.3 39 5.3 9.1 3.7 18.1 Monterey Avenue Southbound Gerald Ford Drive Westbound Monterey Avenue 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 7 210 26 243 16 84 20 120 26 234 18 278 32 78 16 126 767 04:15 PM 7 211 30 248 20 61 14 95 46 300 20 366 26 62 28 116 825 04:30 PM 10 209 16 235 29 77 30 136 16 263 24 303 34 64 20 118 792 04:45 PM 16 208 27 251 14 56 15 85 28 261 17 306 30 47 24 101 743 Total Volume 40 838 99 977 79 278 79 436 116 1058 79 1253 122 251 88 461 3127 % App. Total 4.1 85.8 10.1 18.1 63.8 18.1 9.3 84.4 6.3 26.5 54.4 19.1 PHF .625 .993 .825 .973 .681 .827 .658 .801 .630 .882 .823 .856 .897 .804 .786 .915 .948 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-3 File Name : 01_PLD_Mont_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Monterey Avenue E/W: Gerald Ford Drive Weather: Clear Monterey Avenue 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 Monterey Avenue Right 99 Thru 838 Left 40 InOut Total 1259 977 2236 Ri g h t 79 Th r u 27 8 Le f t 79 Ou t To t a l In 37 0 43 6 80 6 Left 116 Thru 1058 Right 79 Out TotalIn 1005 1253 2258 Le f t 12 2 Th r u 25 1 Ri g h t 88 To t a l Ou t In 49 3 46 1 95 4 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 04:15 PM 05:00 PM +0 mins.7 210 26 243 16 84 20 120 46 300 20 366 28 71 31 130 +15 mins.7 211 30 248 20 61 14 95 16 263 24 303 39 78 28 145 +30 mins.10 209 16 235 29 77 30 136 28 261 17 306 85 81 54 220 +45 mins.16 208 27 251 14 56 15 85 23 246 17 286 59 84 28 171 Total Volume 40 838 99 977 79 278 79 436 113 1070 78 1261 211 314 141 666 % App. Total 4.1 85.8 10.1 18.1 63.8 18.1 9 84.9 6.2 31.7 47.1 21.2 PHF .625 .993 .825 .973 .681 .827 .658 .801 .614 .892 .813 .861 .621 .935 .653 .757 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-4 File Name : 02_PLD_Gate_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Gateway Drive E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Gateway Drive Southbound Gerald Ford Drive Westbound Gerald Ford Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 12 6 18 104 10 114 5 66 71 203 07:15 AM 17 5 22 105 16 121 7 51 58 201 07:30 AM 33 6 39 128 17 145 6 70 76 260 07:45 AM 38 12 50 124 35 159 2 74 76 285 Total 100 29 129 461 78 539 20 261 281 949 08:00 AM 21 4 25 134 15 149 8 81 89 263 08:15 AM 21 7 28 92 12 104 2 55 57 189 08:30 AM 26 5 31 75 12 87 6 73 79 197 08:45 AM 17 13 30 107 21 128 4 80 84 242 Total 85 29 114 408 60 468 20 289 309 891 Grand Total 185 58 243 869 138 1007 40 550 590 1840 Apprch %76.1 23.9 86.3 13.7 6.8 93.2 Total %10.1 3.2 13.2 47.2 7.5 54.7 2.2 29.9 32.1 Gateway Drive Southbound Gerald Ford Drive Westbound Gerald Ford 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 07:15 AM 07:15 AM 17 5 22 105 16 121 7 51 58 201 07:30 AM 33 6 39 128 17 145 6 70 76 260 07:45 AM 38 12 50 124 35 159 2 74 76 285 08:00 AM 21 4 25 134 15 149 8 81 89 263 Total Volume 109 27 136 491 83 574 23 276 299 1009 % App. Total 80.1 19.9 85.5 14.5 7.7 92.3 PHF .717 .563 .680 .916 .593 .903 .719 .852 .840 .885 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-5 File Name : 02_PLD_Gate_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Gateway Drive E/W: Gerald Ford Drive Weather: Clear Gateway 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 Right 27 Left 109 InOut Total 106 136 242 Ri g h t 83 Th r u 49 1 Ou t To t a l In 38 5 57 4 95 9 Le f t 23 Th r u 27 6 To t a l Ou t In 51 8 29 9 81 7 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: 07:30 AM 07:15 AM 08:00 AM +0 mins.33 6 39 105 16 121 8 81 89 +15 mins.38 12 50 128 17 145 2 55 57 +30 mins.21 4 25 124 35 159 6 73 79 +45 mins.21 7 28 134 15 149 4 80 84 Total Volume 113 29 142 491 83 574 20 289 309 % App. Total 79.6 20.4 85.5 14.5 6.5 93.5 PHF .743 .604 .710 .916 .593 .903 .625 .892 .868 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-6 File Name : 02_PLD_Gate_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Gateway Drive E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Gateway Drive Southbound Gerald Ford Drive Westbound Gerald Ford Drive Eastbound Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 29 29 58 104 13 117 10 94 104 279 04:15 PM 25 25 50 80 15 95 11 85 96 241 04:30 PM 26 26 52 96 21 117 8 85 93 262 04:45 PM 22 22 44 88 16 104 11 76 87 235 Total 102 102 204 368 65 433 40 340 380 1017 05:00 PM 22 22 44 79 29 108 11 105 116 268 05:15 PM 13 13 26 74 30 104 8 100 108 238 05:30 PM 23 23 46 74 17 91 12 89 101 238 05:45 PM 25 25 50 64 18 82 10 66 76 208 Total 83 83 166 291 94 385 41 360 401 952 Grand Total 185 185 370 659 159 818 81 700 781 1969 Apprch %50 50 80.6 19.4 10.4 89.6 Total %9.4 9.4 18.8 33.5 8.1 41.5 4.1 35.6 39.7 Gateway Drive Southbound Gerald Ford Drive Westbound Gerald Ford 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 29 29 58 104 13 117 10 94 104 279 04:15 PM 25 25 50 80 15 95 11 85 96 241 04:30 PM 26 26 52 96 21 117 8 85 93 262 04:45 PM 22 22 44 88 16 104 11 76 87 235 Total Volume 102 102 204 368 65 433 40 340 380 1017 % App. Total 50 50 85 15 10.5 89.5 PHF .879 .879 .879 .885 .774 .925 .909 .904 .913 .911 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-7 File Name : 02_PLD_Gate_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Gateway Drive E/W: Gerald Ford Drive Weather: Clear Gateway 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 Right 102 Left 102 InOut Total 105 204 309 Ri g h t 65 Th r u 36 8 Ou t To t a l In 44 2 43 3 87 5 Le f t 40 Th r u 34 0 To t a l Ou t In 47 0 38 0 85 0 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 04:45 PM +0 mins.29 29 58 104 13 117 11 76 87 +15 mins.25 25 50 80 15 95 11 105 116 +30 mins.26 26 52 96 21 117 8 100 108 +45 mins.22 22 44 88 16 104 12 89 101 Total Volume 102 102 204 368 65 433 42 370 412 % App. Total 50 50 85 15 10.2 89.8 PHF .879 .879 .879 .885 .774 .925 .875 .881 .888 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-8 File Name : 03_PLD_Rem_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Rembrandt Parkway/Street A E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Rembrandt Parkway Southbound Gerald Ford Drive Westbound Street A 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 6 0 7 13 0 118 5 123 0 0 0 0 0 60 0 60 196 07:15 AM 10 0 6 16 0 115 2 117 0 0 0 0 3 73 0 76 209 07:30 AM 12 0 14 26 0 132 3 135 0 0 0 0 6 84 0 90 251 07:45 AM 19 0 10 29 0 148 7 155 0 0 0 0 1 91 0 92 276 Total 47 0 37 84 0 513 17 530 0 0 0 0 10 308 0 318 932 08:00 AM 4 0 10 14 0 136 10 146 0 0 0 0 6 81 0 87 247 08:15 AM 3 0 12 15 0 92 6 98 0 0 0 0 5 80 0 85 198 08:30 AM 6 0 9 15 0 74 6 80 0 0 0 0 2 88 0 90 185 08:45 AM 6 0 7 13 0 124 3 127 0 0 0 0 5 91 0 96 236 Total 19 0 38 57 0 426 25 451 0 0 0 0 18 340 0 358 866 Grand Total 66 0 75 141 0 939 42 981 0 0 0 0 28 648 0 676 1798 Apprch %46.8 0 53.2 0 95.7 4.3 0 0 0 4.1 95.9 0 Total %3.7 0 4.2 7.8 0 52.2 2.3 54.6 0 0 0 0 1.6 36 0 37.6 Rembrandt Parkway Southbound Gerald Ford Drive Westbound Street A 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 10 0 6 16 0 115 2 117 0 0 0 0 3 73 0 76 209 07:30 AM 12 0 14 26 0 132 3 135 0 0 0 0 6 84 0 90 251 07:45 AM 19 0 10 29 0 148 7 155 0 0 0 0 1 91 0 92 276 08:00 AM 4 0 10 14 0 136 10 146 0 0 0 0 6 81 0 87 247 Total Volume 45 0 40 85 0 531 22 553 0 0 0 0 16 329 0 345 983 % App. Total 52.9 0 47.1 0 96 4 0 0 0 4.6 95.4 0 PHF .592 .000 .714 .733 .000 .897 .550 .892 .000 .000 .000 .000 .667 .904 .000 .938 .890 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-9 File Name : 03_PLD_Rem_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Rembrandt Parkway/Street A E/W: Gerald Ford Drive Weather: Clear Rembrandt Parkway 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 Street A Right 40 Thru 0 Left 45 InOut Total 38 85 123 Ri g h t 22 Th r u 53 1 Le f t 0 Ou t To t a l In 37 4 55 3 92 7 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 16 Th r u 32 9 Ri g h t 0 To t a l Ou t In 57 1 34 5 91 6 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 07:00 AM 08:00 AM +0 mins.10 0 6 16 0 115 2 117 0 0 0 0 6 81 0 87 +15 mins.12 0 14 26 0 132 3 135 0 0 0 0 5 80 0 85 +30 mins.19 0 10 29 0 148 7 155 0 0 0 0 2 88 0 90 +45 mins.4 0 10 14 0 136 10 146 0 0 0 0 5 91 0 96 Total Volume 45 0 40 85 0 531 22 553 0 0 0 0 18 340 0 358 % App. Total 52.9 0 47.1 0 96 4 0 0 0 5 95 0 PHF .592 .000 .714 .733 .000 .897 .550 .892 .000 .000 .000 .000 .750 .934 .000 .932 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-10 File Name : 03_PLD_Rem_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Rembrandt Parkway/Street A E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Rembrandt Parkway Southbound Gerald Ford Drive Westbound Street A 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 2 0 5 7 0 114 14 128 0 0 0 0 11 102 0 113 248 04:15 PM 5 0 5 10 0 94 3 97 0 0 0 0 3 112 0 115 222 04:30 PM 3 0 4 7 0 98 13 111 0 0 0 0 12 103 0 115 233 04:45 PM 2 0 6 8 0 94 6 100 0 0 0 0 5 103 0 108 216 Total 12 0 20 32 0 400 36 436 0 0 0 0 31 420 0 451 919 05:00 PM 9 0 7 16 0 88 10 98 0 0 0 0 9 123 0 132 246 05:15 PM 4 0 5 9 0 97 8 105 0 0 0 0 11 112 0 123 237 05:30 PM 7 0 5 12 0 81 9 90 0 0 0 0 5 115 0 120 222 05:45 PM 2 0 4 6 0 78 8 86 0 0 0 0 8 94 0 102 194 Total 22 0 21 43 0 344 35 379 0 0 0 0 33 444 0 477 899 Grand Total 34 0 41 75 0 744 71 815 0 0 0 0 64 864 0 928 1818 Apprch %45.3 0 54.7 0 91.3 8.7 0 0 0 6.9 93.1 0 Total %1.9 0 2.3 4.1 0 40.9 3.9 44.8 0 0 0 0 3.5 47.5 0 51 Rembrandt Parkway Southbound Gerald Ford Drive Westbound Street A 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 3 0 4 7 0 98 13 111 0 0 0 0 12 103 0 115 233 04:45 PM 2 0 6 8 0 94 6 100 0 0 0 0 5 103 0 108 216 05:00 PM 9 0 7 16 0 88 10 98 0 0 0 0 9 123 0 132 246 05:15 PM 4 0 5 9 0 97 8 105 0 0 0 0 11 112 0 123 237 Total Volume 18 0 22 40 0 377 37 414 0 0 0 0 37 441 0 478 932 % App. Total 45 0 55 0 91.1 8.9 0 0 0 7.7 92.3 0 PHF .500 .000 .786 .625 .000 .962 .712 .932 .000 .000 .000 .000 .771 .896 .000 .905 .947 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-11 File Name : 03_PLD_Rem_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Rembrandt Parkway/Street A E/W: Gerald Ford Drive Weather: Clear Rembrandt Parkway 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 Street A Right 22 Thru 0 Left 18 InOut Total 74 40 114 Ri g h t 37 Th r u 37 7 Le f t 0 Ou t To t a l In 45 9 41 4 87 3 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 37 Th r u 44 1 Ri g h t 0 To t a l Ou t In 39 9 47 8 87 7 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 04:00 PM 04:00 PM 04:45 PM +0 mins.2 0 6 8 0 114 14 128 0 0 0 0 5 103 0 108 +15 mins.9 0 7 16 0 94 3 97 0 0 0 0 9 123 0 132 +30 mins.4 0 5 9 0 98 13 111 0 0 0 0 11 112 0 123 +45 mins.7 0 5 12 0 94 6 100 0 0 0 0 5 115 0 120 Total Volume 22 0 23 45 0 400 36 436 0 0 0 0 30 453 0 483 % App. Total 48.9 0 51.1 0 91.7 8.3 0 0 0 6.2 93.8 0 PHF .611 .000 .821 .703 .000 .877 .643 .852 .000 .000 .000 .000 .682 .921 .000 .915 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-12 File Name : 04_PLD_Por_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Portola Road E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Portola Road Southbound Gerald Ford Drive Westbound Portola Road 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 33 2 50 9 91 25 125 22 31 2 55 1 47 22 70 300 07:15 AM 17 53 0 70 6 101 38 145 11 39 5 55 0 48 30 78 348 07:30 AM 13 55 1 69 13 112 38 163 23 60 7 90 4 54 51 109 431 07:45 AM 28 62 0 90 7 132 54 193 25 74 14 113 0 57 46 103 499 Total 73 203 3 279 35 436 155 626 81 204 28 313 5 206 149 360 1578 08:00 AM 17 45 1 63 7 116 31 154 39 55 13 107 2 68 27 97 421 08:15 AM 11 45 1 57 9 60 39 108 29 74 6 109 0 40 29 69 343 08:30 AM 15 46 3 64 4 78 42 124 15 48 8 71 0 67 36 103 362 08:45 AM 20 53 1 74 3 87 30 120 33 53 9 95 3 63 36 102 391 Total 63 189 6 258 23 341 142 506 116 230 36 382 5 238 128 371 1517 Grand Total 136 392 9 537 58 777 297 1132 197 434 64 695 10 444 277 731 3095 Apprch %25.3 73 1.7 5.1 68.6 26.2 28.3 62.4 9.2 1.4 60.7 37.9 Total %4.4 12.7 0.3 17.4 1.9 25.1 9.6 36.6 6.4 14 2.1 22.5 0.3 14.3 8.9 23.6 Portola Road Southbound Gerald Ford Drive Westbound Portola Road 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 17 53 0 70 6 101 38 145 11 39 5 55 0 48 30 78 348 07:30 AM 13 55 1 69 13 112 38 163 23 60 7 90 4 54 51 109 431 07:45 AM 28 62 0 90 7 132 54 193 25 74 14 113 0 57 46 103 499 08:00 AM 17 45 1 63 7 116 31 154 39 55 13 107 2 68 27 97 421 Total Volume 75 215 2 292 33 461 161 655 98 228 39 365 6 227 154 387 1699 % App. Total 25.7 73.6 0.7 5 70.4 24.6 26.8 62.5 10.7 1.6 58.7 39.8 PHF .670 .867 .500 .811 .635 .873 .745 .848 .628 .770 .696 .808 .375 .835 .755 .888 .851 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-13 File Name : 04_PLD_Por_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Portola Road E/W: Gerald Ford Drive Weather: Clear Portola Road 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 Portola Road Right 2 Thru 215 Left 75 InOut Total 395 292 687 Ri g h t 16 1 Th r u 46 1 Le f t 33 Ou t To t a l In 34 1 65 5 99 6 Left 98 Thru 228 Right 39 Out TotalIn 402 365 767 Le f t 6 Th r u 22 7 Ri g h t 15 4 To t a l Ou t In 56 1 38 7 94 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 07:30 AM 07:15 AM +0 mins.17 53 0 70 6 101 38 145 23 60 7 90 0 48 30 78 +15 mins.13 55 1 69 13 112 38 163 25 74 14 113 4 54 51 109 +30 mins.28 62 0 90 7 132 54 193 39 55 13 107 0 57 46 103 +45 mins.17 45 1 63 7 116 31 154 29 74 6 109 2 68 27 97 Total Volume 75 215 2 292 33 461 161 655 116 263 40 419 6 227 154 387 % App. Total 25.7 73.6 0.7 5 70.4 24.6 27.7 62.8 9.5 1.6 58.7 39.8 PHF .670 .867 .500 .811 .635 .873 .745 .848 .744 .889 .714 .927 .375 .835 .755 .888 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-14 File Name : 04_PLD_Por_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Portola Road E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Portola Road Southbound Gerald Ford Drive Westbound Portola Road 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 33 71 1 105 7 86 31 124 40 74 13 127 1 77 24 102 458 04:15 PM 31 53 2 86 13 62 29 104 32 67 19 118 0 82 28 110 418 04:30 PM 38 51 2 91 1 80 30 111 24 69 15 108 3 79 33 115 425 04:45 PM 36 52 4 92 12 70 25 107 25 72 4 101 0 60 29 89 389 Total 138 227 9 374 33 298 115 446 121 282 51 454 4 298 114 416 1690 05:00 PM 35 42 0 77 10 63 25 98 28 66 9 103 1 99 33 133 411 05:15 PM 23 49 1 73 7 74 18 99 32 76 8 116 2 91 26 119 407 05:30 PM 36 57 0 93 8 59 21 88 33 57 6 96 2 96 22 120 397 05:45 PM 21 43 0 64 12 60 22 94 25 40 14 79 1 69 30 100 337 Total 115 191 1 307 37 256 86 379 118 239 37 394 6 355 111 472 1552 Grand Total 253 418 10 681 70 554 201 825 239 521 88 848 10 653 225 888 3242 Apprch %37.2 61.4 1.5 8.5 67.2 24.4 28.2 61.4 10.4 1.1 73.5 25.3 Total %7.8 12.9 0.3 21 2.2 17.1 6.2 25.4 7.4 16.1 2.7 26.2 0.3 20.1 6.9 27.4 Portola Road Southbound Gerald Ford Drive Westbound Portola Road 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 33 71 1 105 7 86 31 124 40 74 13 127 1 77 24 102 458 04:15 PM 31 53 2 86 13 62 29 104 32 67 19 118 0 82 28 110 418 04:30 PM 38 51 2 91 1 80 30 111 24 69 15 108 3 79 33 115 425 04:45 PM 36 52 4 92 12 70 25 107 25 72 4 101 0 60 29 89 389 Total Volume 138 227 9 374 33 298 115 446 121 282 51 454 4 298 114 416 1690 % App. Total 36.9 60.7 2.4 7.4 66.8 25.8 26.7 62.1 11.2 1 71.6 27.4 PHF .908 .799 .563 .890 .635 .866 .927 .899 .756 .953 .671 .894 .333 .909 .864 .904 .922 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-15 File Name : 04_PLD_Por_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Portola Road E/W: Gerald Ford Drive Weather: Clear Portola Road 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 Portola Road Right 9 Thru 227 Left 138 InOut Total 401 374 775 Ri g h t 11 5 Th r u 29 8 Le f t 33 Ou t To t a l In 48 7 44 6 93 3 Left 121 Thru 282 Right 51 Out TotalIn 374 454 828 Le f t 4 Th r u 29 8 Ri g h t 11 4 To t a l Ou t In 42 8 41 6 84 4 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 05:00 PM +0 mins.33 71 1 105 7 86 31 124 40 74 13 127 1 99 33 133 +15 mins.31 53 2 86 13 62 29 104 32 67 19 118 2 91 26 119 +30 mins.38 51 2 91 1 80 30 111 24 69 15 108 2 96 22 120 +45 mins.36 52 4 92 12 70 25 107 25 72 4 101 1 69 30 100 Total Volume 138 227 9 374 33 298 115 446 121 282 51 454 6 355 111 472 % App. Total 36.9 60.7 2.4 7.4 66.8 25.8 26.7 62.1 11.2 1.3 75.2 23.5 PHF .908 .799 .563 .890 .635 .866 .927 .899 .756 .953 .671 .894 .750 .896 .841 .887 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-16 File Name : 05_PLD_Pac_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Dinah Shore/Pacific Avenue E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Dinah Shore Drive Southbound Gerald Ford Drive Westbound Pacific Avenue 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 5 2 1 8 11 121 5 137 3 1 3 7 0 56 10 66 218 07:15 AM 6 2 3 11 5 146 8 159 2 2 1 5 0 63 1 64 239 07:30 AM 6 1 5 12 1 156 1 158 1 0 0 1 0 80 1 81 252 07:45 AM 18 0 5 23 3 188 6 197 0 0 2 2 0 99 1 100 322 Total 35 5 14 54 20 611 20 651 6 3 6 15 0 298 13 311 1031 08:00 AM 6 0 2 8 1 140 6 147 2 4 0 6 0 93 2 95 256 08:15 AM 5 0 0 5 1 113 6 120 0 2 0 2 0 55 2 57 184 08:30 AM 16 2 3 21 3 114 9 126 1 2 1 4 0 89 2 91 242 08:45 AM 13 1 3 17 0 118 5 123 3 1 1 5 1 89 0 90 235 Total 40 3 8 51 5 485 26 516 6 9 2 17 1 326 6 333 917 Grand Total 75 8 22 105 25 1096 46 1167 12 12 8 32 1 624 19 644 1948 Apprch %71.4 7.6 21 2.1 93.9 3.9 37.5 37.5 25 0.2 96.9 3 Total %3.9 0.4 1.1 5.4 1.3 56.3 2.4 59.9 0.6 0.6 0.4 1.6 0.1 32 1 33.1 Dinah Shore Drive Southbound Gerald Ford Drive Westbound Pacific Avenue 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 6 2 3 11 5 146 8 159 2 2 1 5 0 63 1 64 239 07:30 AM 6 1 5 12 1 156 1 158 1 0 0 1 0 80 1 81 252 07:45 AM 18 0 5 23 3 188 6 197 0 0 2 2 0 99 1 100 322 08:00 AM 6 0 2 8 1 140 6 147 2 4 0 6 0 93 2 95 256 Total Volume 36 3 15 54 10 630 21 661 5 6 3 14 0 335 5 340 1069 % App. Total 66.7 5.6 27.8 1.5 95.3 3.2 35.7 42.9 21.4 0 98.5 1.5 PHF .500 .375 .750 .587 .500 .838 .656 .839 .625 .375 .375 .583 .000 .846 .625 .850 .830 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-17 File Name : 05_PLD_Pac_Ger AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Dinah Shore/Pacific Avenue E/W: Gerald Ford Drive Weather: Clear Dinah Shore 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 Pacific Avenue Right 15 Thru 3 Left 36 InOut Total 27 54 81 Ri g h t 21 Th r u 63 0 Le f t 10 Ou t To t a l In 37 4 66 1 10 3 5 Left 5 Thru 6 Right 3 Out TotalIn 18 14 32 Le f t 0 Th r u 33 5 Ri g h t 5 To t a l Ou t In 65 0 34 0 99 0 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: 07:45 AM 07:15 AM 08:00 AM 07:45 AM +0 mins.18 0 5 23 5 146 8 159 2 4 0 6 0 99 1 100 +15 mins.6 0 2 8 1 156 1 158 0 2 0 2 0 93 2 95 +30 mins.5 0 0 5 3 188 6 197 1 2 1 4 0 55 2 57 +45 mins.16 2 3 21 1 140 6 147 3 1 1 5 0 89 2 91 Total Volume 45 2 10 57 10 630 21 661 6 9 2 17 0 336 7 343 % App. Total 78.9 3.5 17.5 1.5 95.3 3.2 35.3 52.9 11.8 0 98 2 PHF .625 .250 .500 .620 .500 .838 .656 .839 .500 .563 .500 .708 .000 .848 .875 .858 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-18 File Name : 05_PLD_Pac_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Dinah Shore/Pacific Avenue E/W: Gerald Ford Drive Weather: Clear Groups Printed- Total Volume Dinah Shore Drive Southbound Gerald Ford Drive Westbound Pacific Avenue 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 23 2 0 25 1 117 10 128 2 1 1 4 2 135 1 138 295 04:15 PM 12 1 1 14 1 104 13 118 2 0 0 2 4 119 1 124 258 04:30 PM 13 0 2 15 0 112 13 125 0 1 1 2 1 133 0 134 276 04:45 PM 11 1 1 13 1 109 8 118 2 1 0 3 2 103 1 106 240 Total 59 4 4 67 3 442 44 489 6 3 2 11 9 490 3 502 1069 05:00 PM 23 0 1 24 0 96 6 102 3 1 1 5 1 138 2 141 272 05:15 PM 12 1 1 14 0 103 9 112 3 0 2 5 4 119 1 124 255 05:30 PM 8 1 1 10 0 92 11 103 0 1 1 2 1 131 0 132 247 05:45 PM 16 0 0 16 0 84 4 88 1 2 2 5 4 105 1 110 219 Total 59 2 3 64 0 375 30 405 7 4 6 17 10 493 4 507 993 Grand Total 118 6 7 131 3 817 74 894 13 7 8 28 19 983 7 1009 2062 Apprch %90.1 4.6 5.3 0.3 91.4 8.3 46.4 25 28.6 1.9 97.4 0.7 Total %5.7 0.3 0.3 6.4 0.1 39.6 3.6 43.4 0.6 0.3 0.4 1.4 0.9 47.7 0.3 48.9 Dinah Shore Drive Southbound Gerald Ford Drive Westbound Pacific Avenue 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 23 2 0 25 1 117 10 128 2 1 1 4 2 135 1 138 295 04:15 PM 12 1 1 14 1 104 13 118 2 0 0 2 4 119 1 124 258 04:30 PM 13 0 2 15 0 112 13 125 0 1 1 2 1 133 0 134 276 04:45 PM 11 1 1 13 1 109 8 118 2 1 0 3 2 103 1 106 240 Total Volume 59 4 4 67 3 442 44 489 6 3 2 11 9 490 3 502 1069 % App. Total 88.1 6 6 0.6 90.4 9 54.5 27.3 18.2 1.8 97.6 0.6 PHF .641 .500 .500 .670 .750 .944 .846 .955 .750 .750 .500 .688 .563 .907 .750 .909 .906 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-19 File Name : 05_PLD_Pac_Ger PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Dinah Shore/Pacific Avenue E/W: Gerald Ford Drive Weather: Clear Dinah Shore 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 Pacific Avenue Right 4 Thru 4 Left 59 InOut Total 56 67 123 Ri g h t 44 Th r u 44 2 Le f t 3 Ou t To t a l In 55 1 48 9 10 4 0 Left 6 Thru 3 Right 2 Out TotalIn 10 11 21 Le f t 9 Th r u 49 0 Ri g h t 3 To t a l Ou t In 45 2 50 2 95 4 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 05:00 PM 05:00 PM +0 mins.23 2 0 25 1 117 10 128 3 1 1 5 1 138 2 141 +15 mins.12 1 1 14 1 104 13 118 3 0 2 5 4 119 1 124 +30 mins.13 0 2 15 0 112 13 125 0 1 1 2 1 131 0 132 +45 mins.11 1 1 13 1 109 8 118 1 2 2 5 4 105 1 110 Total Volume 59 4 4 67 3 442 44 489 7 4 6 17 10 493 4 507 % App. Total 88.1 6 6 0.6 90.4 9 41.2 23.5 35.3 2 97.2 0.8 PHF .641 .500 .500 .670 .750 .944 .846 .955 .583 .500 .750 .850 .625 .893 .500 .899 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-20 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 3.1-21 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 3.1-22 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 3.1-23 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 3.1-24 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 3.1-25 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 3.1-26 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 3.1-27 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 3.1-28 File Name : 08_PLD_Por_Col AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Portola Road E/W: Julie Drive/College Drive Weather: Clear Groups Printed- Total Volume Portola Road Southbound College Drive Westbound Portola Road Northbound Julie 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 43 11 56 3 0 3 6 0 53 0 53 2 5 1 8 123 07:15 AM 3 67 11 81 1 2 1 4 0 46 5 51 4 3 1 8 144 07:30 AM 5 98 8 111 1 3 1 5 2 86 3 91 6 6 6 18 225 07:45 AM 1 106 7 114 2 1 3 6 2 103 6 111 8 4 3 15 246 Total 11 314 37 362 7 6 8 21 4 288 14 306 20 18 11 49 738 08:00 AM 2 67 6 75 2 1 0 3 2 109 7 118 5 3 3 11 207 08:15 AM 1 73 8 82 0 0 3 3 0 99 1 100 8 4 5 17 202 08:30 AM 1 76 5 82 3 1 0 4 1 58 5 64 13 7 4 24 174 08:45 AM 2 75 10 87 1 5 4 10 0 77 6 83 9 4 4 17 197 Total 6 291 29 326 6 7 7 20 3 343 19 365 35 18 16 69 780 Grand Total 17 605 66 688 13 13 15 41 7 631 33 671 55 36 27 118 1518 Apprch %2.5 87.9 9.6 31.7 31.7 36.6 1 94 4.9 46.6 30.5 22.9 Total %1.1 39.9 4.3 45.3 0.9 0.9 1 2.7 0.5 41.6 2.2 44.2 3.6 2.4 1.8 7.8 Portola Road Southbound College Drive Westbound Portola Road Northbound Julie 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 5 98 8 111 1 3 1 5 2 86 3 91 6 6 6 18 225 07:45 AM 1 106 7 114 2 1 3 6 2 103 6 111 8 4 3 15 246 08:00 AM 2 67 6 75 2 1 0 3 2 109 7 118 5 3 3 11 207 08:15 AM 1 73 8 82 0 0 3 3 0 99 1 100 8 4 5 17 202 Total Volume 9 344 29 382 5 5 7 17 6 397 17 420 27 17 17 61 880 % App. Total 2.4 90.1 7.6 29.4 29.4 41.2 1.4 94.5 4 44.3 27.9 27.9 PHF .450 .811 .906 .838 .625 .417 .583 .708 .750 .911 .607 .890 .844 .708 .708 .847 .894 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-29 File Name : 08_PLD_Por_Col AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Portola Road E/W: Julie Drive/College Drive Weather: Clear Portola Road J u l i e D r i v e C o l l e g e D r i v e Portola Road Right 29 Thru 344 Left 9 InOut Total 431 382 813 Ri g h t 7 Th r u 5 Le f t 5 Ou t To t a l In 43 17 60 Left 6 Thru 397 Right 17 Out TotalIn 366 420 786 Le f t 27 Th r u 17 Ri g h t 17 To t a l Ou t In 40 61 10 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: 07:30 AM 07:00 AM 07:30 AM 08:00 AM +0 mins.5 98 8 111 3 0 3 6 2 86 3 91 5 3 3 11 +15 mins.1 106 7 114 1 2 1 4 2 103 6 111 8 4 5 17 +30 mins.2 67 6 75 1 3 1 5 2 109 7 118 13 7 4 24 +45 mins.1 73 8 82 2 1 3 6 0 99 1 100 9 4 4 17 Total Volume 9 344 29 382 7 6 8 21 6 397 17 420 35 18 16 69 % App. Total 2.4 90.1 7.6 33.3 28.6 38.1 1.4 94.5 4 50.7 26.1 23.2 PHF .450 .811 .906 .838 .583 .500 .667 .875 .750 .911 .607 .890 .673 .643 .800 .719 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-30 File Name : 08_PLD_Por_Col PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Portola Road E/W: Julie Drive/College Drive Weather: Clear Groups Printed- Total Volume Portola Road Southbound College Drive Westbound Portola Road Northbound Julie 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 1 91 8 100 3 0 3 6 3 114 3 120 9 2 2 13 239 04:15 PM 3 87 9 99 4 1 0 5 0 101 1 102 17 2 2 21 227 04:30 PM 0 77 9 86 4 1 1 6 0 93 4 97 11 3 1 15 204 04:45 PM 1 77 16 94 2 1 1 4 2 91 1 94 12 5 3 20 212 Total 5 332 42 379 13 3 5 21 5 399 9 413 49 12 8 69 882 05:00 PM 1 76 10 87 5 5 0 10 0 110 4 114 9 1 1 11 222 05:15 PM 0 71 9 80 2 2 5 9 1 99 3 103 8 2 0 10 202 05:30 PM 2 80 9 91 3 2 1 6 1 85 1 87 17 0 2 19 203 05:45 PM 0 62 18 80 0 0 1 1 0 74 2 76 8 0 1 9 166 Total 3 289 46 338 10 9 7 26 2 368 10 380 42 3 4 49 793 Grand Total 8 621 88 717 23 12 12 47 7 767 19 793 91 15 12 118 1675 Apprch %1.1 86.6 12.3 48.9 25.5 25.5 0.9 96.7 2.4 77.1 12.7 10.2 Total %0.5 37.1 5.3 42.8 1.4 0.7 0.7 2.8 0.4 45.8 1.1 47.3 5.4 0.9 0.7 7 Portola Road Southbound College Drive Westbound Portola Road Northbound Julie 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 1 91 8 100 3 0 3 6 3 114 3 120 9 2 2 13 239 04:15 PM 3 87 9 99 4 1 0 5 0 101 1 102 17 2 2 21 227 04:30 PM 0 77 9 86 4 1 1 6 0 93 4 97 11 3 1 15 204 04:45 PM 1 77 16 94 2 1 1 4 2 91 1 94 12 5 3 20 212 Total Volume 5 332 42 379 13 3 5 21 5 399 9 413 49 12 8 69 882 % App. Total 1.3 87.6 11.1 61.9 14.3 23.8 1.2 96.6 2.2 71 17.4 11.6 PHF .417 .912 .656 .948 .813 .750 .417 .875 .417 .875 .563 .860 .721 .600 .667 .821 .923 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-31 File Name : 08_PLD_Por_Col PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Portola Road E/W: Julie Drive/College Drive Weather: Clear Portola Road J u l i e D r i v e C o l l e g e D r i v e Portola Road Right 42 Thru 332 Left 5 InOut Total 453 379 832 Ri g h t 5 Th r u 3 Le f t 13 Ou t To t a l In 26 21 47 Left 5 Thru 399 Right 9 Out TotalIn 353 413 766 Le f t 49 Th r u 12 Ri g h t 8 To t a l Ou t In 50 69 11 9 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 04:30 PM 04:00 PM 04:00 PM +0 mins.1 91 8 100 4 1 1 6 3 114 3 120 9 2 2 13 +15 mins.3 87 9 99 2 1 1 4 0 101 1 102 17 2 2 21 +30 mins.0 77 9 86 5 5 0 10 0 93 4 97 11 3 1 15 +45 mins.1 77 16 94 2 2 5 9 2 91 1 94 12 5 3 20 Total Volume 5 332 42 379 13 9 7 29 5 399 9 413 49 12 8 69 % App. Total 1.3 87.6 11.1 44.8 31 24.1 1.2 96.6 2.2 71 17.4 11.6 PHF .417 .912 .656 .948 .650 .450 .350 .725 .417 .875 .563 .860 .721 .600 .667 .821 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-32 File Name : 04_PLD_Port_Frank AM Site Code : 05122144 Start Date : 3/9/2022 Page No : 1 City of Palm Desert N/S: Portola Road E/W: Frank Sinatra Drive Weather: Clear Groups Printed- Total Volume Portola Road Southbound Frank Sinatra Drive Westbound Portola Road 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 6 43 4 53 20 100 3 123 15 49 4 68 1 40 10 51 295 07:15 AM 8 69 4 81 23 140 4 167 19 54 8 81 5 52 25 82 411 07:30 AM 5 97 3 105 32 164 5 201 30 72 14 116 5 64 31 100 522 07:45 AM 13 102 4 119 38 161 4 203 31 101 23 155 3 75 34 112 589 Total 32 311 15 358 113 565 16 694 95 276 49 420 14 231 100 345 1817 08:00 AM 9 58 10 77 38 131 4 173 31 108 16 155 3 65 27 95 500 08:15 AM 6 73 3 82 22 141 5 168 27 81 12 120 6 63 23 92 462 08:30 AM 8 68 3 79 27 124 2 153 32 62 16 110 6 64 30 100 442 08:45 AM 15 65 3 83 35 129 8 172 22 68 17 107 3 96 24 123 485 Total 38 264 19 321 122 525 19 666 112 319 61 492 18 288 104 410 1889 Grand Total 70 575 34 679 235 1090 35 1360 207 595 110 912 32 519 204 755 3706 Apprch %10.3 84.7 5 17.3 80.1 2.6 22.7 65.2 12.1 4.2 68.7 27 Total %1.9 15.5 0.9 18.3 6.3 29.4 0.9 36.7 5.6 16.1 3 24.6 0.9 14 5.5 20.4 Portola Road Southbound Frank Sinatra Drive Westbound Portola Road 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 5 97 3 105 32 164 5 201 30 72 14 116 5 64 31 100 522 07:45 AM 13 102 4 119 38 161 4 203 31 101 23 155 3 75 34 112 589 08:00 AM 9 58 10 77 38 131 4 173 31 108 16 155 3 65 27 95 500 08:15 AM 6 73 3 82 22 141 5 168 27 81 12 120 6 63 23 92 462 Total Volume 33 330 20 383 130 597 18 745 119 362 65 546 17 267 115 399 2073 % App. Total 8.6 86.2 5.2 17.4 80.1 2.4 21.8 66.3 11.9 4.3 66.9 28.8 PHF .635 .809 .500 .805 .855 .910 .900 .917 .960 .838 .707 .881 .708 .890 .846 .891 .880 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-33 File Name : 04_PLD_Port_Frank AM Site Code : 05122144 Start Date : 3/9/2022 Page No : 2 City of Palm Desert N/S: Portola Road E/W: Frank Sinatra Drive Weather: Clear Portola Road 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 Portola Road Right 20 Thru 330 Left 33 InOut Total 397 383 780 Ri g h t 18 Th r u 59 7 Le f t 13 0 Ou t To t a l In 36 5 74 5 11 1 0 Left 119 Thru 362 Right 65 Out TotalIn 575 546 1121 Le f t 17 Th r u 26 7 Ri g h t 11 5 To t a l Ou t In 73 6 39 9 11 3 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 07:30 AM 07:30 AM 08:00 AM +0 mins.5 97 3 105 32 164 5 201 30 72 14 116 3 65 27 95 +15 mins.13 102 4 119 38 161 4 203 31 101 23 155 6 63 23 92 +30 mins.9 58 10 77 38 131 4 173 31 108 16 155 6 64 30 100 +45 mins.6 73 3 82 22 141 5 168 27 81 12 120 3 96 24 123 Total Volume 33 330 20 383 130 597 18 745 119 362 65 546 18 288 104 410 % App. Total 8.6 86.2 5.2 17.4 80.1 2.4 21.8 66.3 11.9 4.4 70.2 25.4 PHF .635 .809 .500 .805 .855 .910 .900 .917 .960 .838 .707 .881 .750 .750 .867 .833 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-34 File Name : 04_PLD_Port_Frank PM Site Code : 05122144 Start Date : 3/9/2022 Page No : 1 City of Palm Desert N/S: Portola Road E/W: Frank Sinatra Drive Weather: Clear Groups Printed- Total Volume Portola Road Southbound Frank Sinatra Drive Westbound Portola Road 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 20 69 9 98 21 79 11 111 38 116 29 183 2 105 18 125 517 04:15 PM 30 79 9 118 20 90 5 115 29 95 20 144 2 160 25 187 564 04:30 PM 8 61 7 76 16 85 6 107 35 101 29 165 4 115 18 137 485 04:45 PM 14 61 8 83 32 82 1 115 36 95 24 155 2 131 23 156 509 Total 72 270 33 375 89 336 23 448 138 407 102 647 10 511 84 605 2075 05:00 PM 15 79 4 98 22 97 1 120 30 99 27 156 4 167 16 187 561 05:15 PM 14 60 5 79 27 94 6 127 39 89 32 160 3 146 27 176 542 05:30 PM 14 56 3 73 16 85 3 104 35 101 27 163 3 94 18 115 455 05:45 PM 4 59 0 63 18 69 13 100 32 79 20 131 6 97 20 123 417 Total 47 254 12 313 83 345 23 451 136 368 106 610 16 504 81 601 1975 Grand Total 119 524 45 688 172 681 46 899 274 775 208 1257 26 1015 165 1206 4050 Apprch %17.3 76.2 6.5 19.1 75.8 5.1 21.8 61.7 16.5 2.2 84.2 13.7 Total %2.9 12.9 1.1 17 4.2 16.8 1.1 22.2 6.8 19.1 5.1 31 0.6 25.1 4.1 29.8 Portola Road Southbound Frank Sinatra Drive Westbound Portola Road 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 30 79 9 118 20 90 5 115 29 95 20 144 2 160 25 187 564 04:30 PM 8 61 7 76 16 85 6 107 35 101 29 165 4 115 18 137 485 04:45 PM 14 61 8 83 32 82 1 115 36 95 24 155 2 131 23 156 509 05:00 PM 15 79 4 98 22 97 1 120 30 99 27 156 4 167 16 187 561 Total Volume 67 280 28 375 90 354 13 457 130 390 100 620 12 573 82 667 2119 % App. Total 17.9 74.7 7.5 19.7 77.5 2.8 21 62.9 16.1 1.8 85.9 12.3 PHF .558 .886 .778 .794 .703 .912 .542 .952 .903 .965 .862 .939 .750 .858 .820 .892 .939 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-35 File Name : 04_PLD_Port_Frank PM Site Code : 05122144 Start Date : 3/9/2022 Page No : 2 City of Palm Desert N/S: Portola Road E/W: Frank Sinatra Drive Weather: Clear Portola Road 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 Portola Road Right 28 Thru 280 Left 67 InOut Total 415 375 790 Ri g h t 13 Th r u 35 4 Le f t 90 Ou t To t a l In 74 0 45 7 11 9 7 Left 130 Thru 390 Right 100 Out TotalIn 452 620 1072 Le f t 12 Th r u 57 3 Ri g h t 82 To t a l Ou t In 51 2 66 7 11 7 9 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 04:00 PM 04:15 PM +0 mins.20 69 9 98 16 85 6 107 38 116 29 183 2 160 25 187 +15 mins.30 79 9 118 32 82 1 115 29 95 20 144 4 115 18 137 +30 mins.8 61 7 76 22 97 1 120 35 101 29 165 2 131 23 156 +45 mins.14 61 8 83 27 94 6 127 36 95 24 155 4 167 16 187 Total Volume 72 270 33 375 97 358 14 469 138 407 102 647 12 573 82 667 % App. Total 19.2 72 8.8 20.7 76.3 3 21.3 62.9 15.8 1.8 85.9 12.3 PHF .600 .854 .917 .794 .758 .923 .583 .923 .908 .877 .879 .884 .750 .858 .820 .892 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-36 File Name : 09_PLD_Port_Country AM Site Code : 05122144 Start Date : 3/9/2022 Page No : 1 City of Palm Desert N/S: Portola Road E/W: Country Club Drive Weather: Clear Groups Printed- Total Volume Portola Road Southbound Country Club Drive Westbound Portola Road Northbound Country Club 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 47 8 70 22 91 8 121 9 53 19 81 2 40 13 55 327 07:15 AM 17 89 6 112 27 109 12 148 25 73 24 122 2 77 34 113 495 07:30 AM 14 122 6 142 40 158 16 214 29 102 25 156 5 76 39 120 632 07:45 AM 19 138 6 163 64 190 25 279 63 130 42 235 10 89 34 133 810 Total 65 396 26 487 153 548 61 762 126 358 110 594 19 282 120 421 2264 08:00 AM 18 91 13 122 31 177 18 226 38 98 31 167 14 91 31 136 651 08:15 AM 16 85 9 110 33 163 17 213 46 97 28 171 8 86 41 135 629 08:30 AM 12 103 12 127 32 155 22 209 51 82 33 166 8 92 45 145 647 08:45 AM 15 98 10 123 38 154 16 208 57 87 33 177 8 98 57 163 671 Total 61 377 44 482 134 649 73 856 192 364 125 681 38 367 174 579 2598 Grand Total 126 773 70 969 287 1197 134 1618 318 722 235 1275 57 649 294 1000 4862 Apprch %13 79.8 7.2 17.7 74 8.3 24.9 56.6 18.4 5.7 64.9 29.4 Total %2.6 15.9 1.4 19.9 5.9 24.6 2.8 33.3 6.5 14.8 4.8 26.2 1.2 13.3 6 20.6 Portola Road Southbound Country Club Drive Westbound Portola Road Northbound Country Club 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 07:45 AM 07:45 AM 19 138 6 163 64 190 25 279 63 130 42 235 10 89 34 133 810 08:00 AM 18 91 13 122 31 177 18 226 38 98 31 167 14 91 31 136 651 08:15 AM 16 85 9 110 33 163 17 213 46 97 28 171 8 86 41 135 629 08:30 AM 12 103 12 127 32 155 22 209 51 82 33 166 8 92 45 145 647 Total Volume 65 417 40 522 160 685 82 927 198 407 134 739 40 358 151 549 2737 % App. Total 12.5 79.9 7.7 17.3 73.9 8.8 26.8 55.1 18.1 7.3 65.2 27.5 PHF .855 .755 .769 .801 .625 .901 .820 .831 .786 .783 .798 .786 .714 .973 .839 .947 .845 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-37 File Name : 09_PLD_Port_Country AM Site Code : 05122144 Start Date : 3/9/2022 Page No : 2 City of Palm Desert N/S: Portola Road E/W: Country Club Drive Weather: Clear Portola Road C o u n t r y C l u b D r i v e C o u n t r y C l u b D r i v e Portola Road Right 40 Thru 417 Left 65 InOut Total 529 522 1051 Ri g h t 82 Th r u 68 5 Le f t 16 0 Ou t To t a l In 55 7 92 7 14 8 4 Left 198 Thru 407 Right 134 Out TotalIn 728 739 1467 Le f t 40 Th r u 35 8 Ri g h t 15 1 To t a l Ou t In 92 3 54 9 14 7 2 Peak Hour Begins at 07:45 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 07:30 AM 07:45 AM 08:00 AM +0 mins.17 89 6 112 40 158 16 214 63 130 42 235 14 91 31 136 +15 mins.14 122 6 142 64 190 25 279 38 98 31 167 8 86 41 135 +30 mins.19 138 6 163 31 177 18 226 46 97 28 171 8 92 45 145 +45 mins.18 91 13 122 33 163 17 213 51 82 33 166 8 98 57 163 Total Volume 68 440 31 539 168 688 76 932 198 407 134 739 38 367 174 579 % App. Total 12.6 81.6 5.8 18 73.8 8.2 26.8 55.1 18.1 6.6 63.4 30.1 PHF .895 .797 .596 .827 .656 .905 .760 .835 .786 .783 .798 .786 .679 .936 .763 .888 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-38 File Name : 09_PLD_Port_Country PM Site Code : 05122144 Start Date : 3/9/2022 Page No : 1 City of Palm Desert N/S: Portola Road E/W: Country Club Drive Weather: Clear Groups Printed- Total Volume Portola Road Southbound Country Club Drive Westbound Portola Road Northbound Country Club 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 24 87 10 121 25 125 24 174 51 125 33 209 10 177 41 228 732 04:15 PM 15 92 19 126 55 126 22 203 31 101 41 173 7 205 40 252 754 04:30 PM 12 79 8 99 46 121 37 204 45 122 48 215 7 190 45 242 760 04:45 PM 18 95 13 126 45 122 29 196 36 89 42 167 14 189 44 247 736 Total 69 353 50 472 171 494 112 777 163 437 164 764 38 761 170 969 2982 05:00 PM 23 92 14 129 25 146 31 202 44 122 46 212 5 192 44 241 784 05:15 PM 19 111 15 145 61 142 24 227 38 112 34 184 10 170 35 215 771 05:30 PM 11 71 9 91 40 129 17 186 37 130 25 192 12 173 37 222 691 05:45 PM 14 80 6 100 46 104 15 165 31 92 20 143 9 118 21 148 556 Total 67 354 44 465 172 521 87 780 150 456 125 731 36 653 137 826 2802 Grand Total 136 707 94 937 343 1015 199 1557 313 893 289 1495 74 1414 307 1795 5784 Apprch %14.5 75.5 10 22 65.2 12.8 20.9 59.7 19.3 4.1 78.8 17.1 Total %2.4 12.2 1.6 16.2 5.9 17.5 3.4 26.9 5.4 15.4 5 25.8 1.3 24.4 5.3 31 Portola Road Southbound Country Club Drive Westbound Portola Road Northbound Country Club 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 12 79 8 99 46 121 37 204 45 122 48 215 7 190 45 242 760 04:45 PM 18 95 13 126 45 122 29 196 36 89 42 167 14 189 44 247 736 05:00 PM 23 92 14 129 25 146 31 202 44 122 46 212 5 192 44 241 784 05:15 PM 19 111 15 145 61 142 24 227 38 112 34 184 10 170 35 215 771 Total Volume 72 377 50 499 177 531 121 829 163 445 170 778 36 741 168 945 3051 % App. Total 14.4 75.6 10 21.4 64.1 14.6 21 57.2 21.9 3.8 78.4 17.8 PHF .783 .849 .833 .860 .725 .909 .818 .913 .906 .912 .885 .905 .643 .965 .933 .956 .973 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-39 File Name : 09_PLD_Port_Country PM Site Code : 05122144 Start Date : 3/9/2022 Page No : 2 City of Palm Desert N/S: Portola Road E/W: Country Club Drive Weather: Clear Portola Road C o u n t r y C l u b D r i v e C o u n t r y C l u b D r i v e Portola Road Right 50 Thru 377 Left 72 InOut Total 602 499 1101 Ri g h t 12 1 Th r u 53 1 Le f t 17 7 Ou t To t a l In 98 3 82 9 18 1 2 Left 163 Thru 445 Right 170 Out TotalIn 722 778 1500 Le f t 36 Th r u 74 1 Ri g h t 16 8 To t a l Ou t In 74 4 94 5 16 8 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: 04:30 PM 04:30 PM 04:30 PM 04:15 PM +0 mins.12 79 8 99 46 121 37 204 45 122 48 215 7 205 40 252 +15 mins.18 95 13 126 45 122 29 196 36 89 42 167 7 190 45 242 +30 mins.23 92 14 129 25 146 31 202 44 122 46 212 14 189 44 247 +45 mins.19 111 15 145 61 142 24 227 38 112 34 184 5 192 44 241 Total Volume 72 377 50 499 177 531 121 829 163 445 170 778 33 776 173 982 % App. Total 14.4 75.6 10 21.4 64.1 14.6 21 57.2 21.9 3.4 79 17.6 PHF .783 .849 .833 .860 .725 .909 .818 .913 .906 .912 .885 .905 .589 .946 .961 .974 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-40 File Name : 11_PLD_Mont_Din AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Monterey Avenue E/W: Dinah Shore Drive Weather: Clear Groups Printed- Total Volume Monterey Avenue Southbound Dinah Shore Drive Westbound Monterey Avenue Northbound Dinah Shore 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 80 219 80 379 5 38 51 94 31 95 6 132 38 30 21 89 694 07:15 AM 105 243 85 433 3 39 60 102 24 72 4 100 51 54 32 137 772 07:30 AM 95 292 82 469 17 53 73 143 31 78 4 113 52 46 49 147 872 07:45 AM 116 394 91 601 9 42 63 114 29 82 5 116 61 61 46 168 999 Total 396 1148 338 1882 34 172 247 453 115 327 19 461 202 191 148 541 3337 08:00 AM 79 232 77 388 14 53 72 139 33 106 7 146 65 39 32 136 809 08:15 AM 99 283 65 447 11 59 71 141 30 94 2 126 75 67 45 187 901 08:30 AM 85 264 75 424 14 46 64 124 43 104 4 151 64 46 39 149 848 08:45 AM 88 267 80 435 16 47 63 126 32 76 6 114 62 78 30 170 845 Total 351 1046 297 1694 55 205 270 530 138 380 19 537 266 230 146 642 3403 Grand Total 747 2194 635 3576 89 377 517 983 253 707 38 998 468 421 294 1183 6740 Apprch %20.9 61.4 17.8 9.1 38.4 52.6 25.4 70.8 3.8 39.6 35.6 24.9 Total %11.1 32.6 9.4 53.1 1.3 5.6 7.7 14.6 3.8 10.5 0.6 14.8 6.9 6.2 4.4 17.6 Monterey Avenue Southbound Dinah Shore Drive Westbound Monterey Avenue Northbound Dinah Shore 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 95 292 82 469 17 53 73 143 31 78 4 113 52 46 49 147 872 07:45 AM 116 394 91 601 9 42 63 114 29 82 5 116 61 61 46 168 999 08:00 AM 79 232 77 388 14 53 72 139 33 106 7 146 65 39 32 136 809 08:15 AM 99 283 65 447 11 59 71 141 30 94 2 126 75 67 45 187 901 Total Volume 389 1201 315 1905 51 207 279 537 123 360 18 501 253 213 172 638 3581 % App. Total 20.4 63 16.5 9.5 38.5 52 24.6 71.9 3.6 39.7 33.4 27 PHF .838 .762 .865 .792 .750 .877 .955 .939 .932 .849 .643 .858 .843 .795 .878 .853 .896 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-41 File Name : 11_PLD_Mont_Din AM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Monterey Avenue E/W: Dinah Shore Drive Weather: Clear Monterey Avenue D i n a h S h o r e D r i v e D i n a h S h o r e D r i v e Monterey Avenue Right 315 Thru 1201 Left 389 InOut Total 892 1905 2797 Ri g h t 27 9 Th r u 20 7 Le f t 51 Ou t To t a l In 62 0 53 7 11 5 7 Left 123 Thru 360 Right 18 Out TotalIn 1424 501 1925 Le f t 25 3 Th r u 21 3 Ri g h t 17 2 To t a l Ou t In 64 5 63 8 12 8 3 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 07:30 AM 07:45 AM 08:00 AM +0 mins.95 292 82 469 17 53 73 143 29 82 5 116 65 39 32 136 +15 mins.116 394 91 601 9 42 63 114 33 106 7 146 75 67 45 187 +30 mins.79 232 77 388 14 53 72 139 30 94 2 126 64 46 39 149 +45 mins.99 283 65 447 11 59 71 141 43 104 4 151 62 78 30 170 Total Volume 389 1201 315 1905 51 207 279 537 135 386 18 539 266 230 146 642 % App. Total 20.4 63 16.5 9.5 38.5 52 25 71.6 3.3 41.4 35.8 22.7 PHF .838 .762 .865 .792 .750 .877 .955 .939 .785 .910 .643 .892 .887 .737 .811 .858 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-42 File Name : 11_PLD_Mont_Din PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 1 City of Palm Desert N/S: Monterey Avenue E/W: Dinah Shore Drive Weather: Clear Groups Printed- Total Volume Monterey Avenue Southbound Dinah Shore Drive Westbound Monterey Avenue Northbound Dinah Shore 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 82 151 87 320 16 79 131 226 73 236 4 313 172 79 63 314 1173 04:15 PM 93 184 75 352 13 59 125 197 68 204 7 279 118 80 53 251 1079 04:30 PM 71 162 83 316 12 85 138 235 90 249 6 345 108 55 73 236 1132 04:45 PM 77 197 90 364 13 75 121 209 65 222 7 294 134 72 58 264 1131 Total 323 694 335 1352 54 298 515 867 296 911 24 1231 532 286 247 1065 4515 05:00 PM 72 161 78 311 11 98 170 279 66 253 10 329 131 66 57 254 1173 05:15 PM 86 173 66 325 6 78 142 226 74 212 5 291 130 83 68 281 1123 05:30 PM 58 171 89 318 15 72 121 208 44 215 7 266 118 68 57 243 1035 05:45 PM 87 178 52 317 8 68 78 154 39 187 7 233 122 67 61 250 954 Total 303 683 285 1271 40 316 511 867 223 867 29 1119 501 284 243 1028 4285 Grand Total 626 1377 620 2623 94 614 1026 1734 519 1778 53 2350 1033 570 490 2093 8800 Apprch %23.9 52.5 23.6 5.4 35.4 59.2 22.1 75.7 2.3 49.4 27.2 23.4 Total %7.1 15.6 7 29.8 1.1 7 11.7 19.7 5.9 20.2 0.6 26.7 11.7 6.5 5.6 23.8 Monterey Avenue Southbound Dinah Shore Drive Westbound Monterey Avenue Northbound Dinah Shore 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 71 162 83 316 12 85 138 235 90 249 6 345 108 55 73 236 1132 04:45 PM 77 197 90 364 13 75 121 209 65 222 7 294 134 72 58 264 1131 05:00 PM 72 161 78 311 11 98 170 279 66 253 10 329 131 66 57 254 1173 05:15 PM 86 173 66 325 6 78 142 226 74 212 5 291 130 83 68 281 1123 Total Volume 306 693 317 1316 42 336 571 949 295 936 28 1259 503 276 256 1035 4559 % App. Total 23.3 52.7 24.1 4.4 35.4 60.2 23.4 74.3 2.2 48.6 26.7 24.7 PHF .890 .879 .881 .904 .808 .857 .840 .850 .819 .925 .700 .912 .938 .831 .877 .921 .972 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-43 File Name : 11_PLD_Mont_Din PM Site Code : 05122326 Start Date : 4/27/2022 Page No : 2 City of Palm Desert N/S: Monterey Avenue E/W: Dinah Shore Drive Weather: Clear Monterey Avenue D i n a h S h o r e D r i v e D i n a h S h o r e D r i v e Monterey Avenue Right 317 Thru 693 Left 306 InOut Total 2010 1316 3326 Ri g h t 57 1 Th r u 33 6 Le f t 42 Ou t To t a l In 61 0 94 9 15 5 9 Left 295 Thru 936 Right 28 Out TotalIn 991 1259 2250 Le f t 50 3 Th r u 27 6 Ri g h t 25 6 To t a l Ou t In 94 8 10 3 5 19 8 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: 04:00 PM 04:30 PM 04:30 PM 04:00 PM +0 mins.82 151 87 320 12 85 138 235 90 249 6 345 172 79 63 314 +15 mins.93 184 75 352 13 75 121 209 65 222 7 294 118 80 53 251 +30 mins.71 162 83 316 11 98 170 279 66 253 10 329 108 55 73 236 +45 mins.77 197 90 364 6 78 142 226 74 212 5 291 134 72 58 264 Total Volume 323 694 335 1352 42 336 571 949 295 936 28 1259 532 286 247 1065 % App. Total 23.9 51.3 24.8 4.4 35.4 60.2 23.4 74.3 2.2 50 26.9 23.2 PHF .868 .881 .931 .929 .808 .857 .840 .850 .819 .925 .700 .912 .773 .894 .846 .848 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-44 Page 1 City of Palm Desert Monterey Avenue N/ Gerald Ford Drive 24 Hour Directional Volume Count PLD001 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 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 6 312 12 251 12:15 8 358 8 260 12:30 9 281 11 284 12:45 6 303 29 1254 8 263 39 1058 68 2312 01:00 9 268 6 242 01:15 12 317 9 255 01:30 7 271 6 278 01:45 4 317 32 1173 6 275 27 1050 59 2223 02:00 7 328 4 254 02:15 4 333 7 252 02:30 8 316 6 271 02:45 7 301 26 1278 8 260 25 1037 51 2315 03:00 2 338 2 227 03:15 7 367 7 241 03:30 7 320 5 286 03:45 6 346 22 1371 12 255 26 1009 48 2380 04:00 10 286 6 243 04:15 11 340 16 248 04:30 27 327 16 235 04:45 25 306 73 1259 32 251 70 977 143 2236 05:00 20 289 30 224 05:15 30 349 40 228 05:30 35 331 52 233 05:45 63 294 148 1263 71 215 193 900 341 2163 06:00 70 219 80 178 06:15 68 236 93 206 06:30 104 202 160 175 06:45 98 185 340 842 177 158 510 717 850 1559 07:00 123 185 188 158 07:15 134 205 186 131 07:30 116 165 286 132 07:45 187 139 560 694 352 123 1012 544 1572 1238 08:00 168 144 236 121 08:15 172 132 242 103 08:30 176 105 280 102 08:45 185 108 701 489 274 81 1032 407 1733 896 09:00 191 152 212 64 09:15 213 132 220 61 09:30 198 103 246 51 09:45 271 77 873 464 222 50 900 226 1773 690 10:00 227 77 225 44 10:15 255 57 225 44 10:30 223 61 266 36 10:45 291 38 996 233 259 36 975 160 1971 393 11:00 277 34 240 40 11:15 303 31 227 27 11:30 263 31 257 29 11:45 332 30 1175 126 239 17 963 113 2138 239 Total 4975 10446 4975 10446 5772 8198 5772 8198 10747 18644 Combined Total 15421 15421 13970 13970 29391 AM Peak - 11:00 --- 07:30 ----- Vol.- 1175 --- 1116 ----- P.H.F. 0.885 0.793 PM Peak -- 03:00 --- 01:15 ---- Vol.-- 1371 --- 1062 ---- P.H.F. 0.934 0.935 Percentag e 32.3% 67.7% 41.3% 58.7% ADT/AADT ADT 29,391 AADT 29,391 3.1-45 Page 1 City of Palm Desert Gerald Ford Drive W/ Portola Road 24 Hour Directional Volume Count PLD002 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 2 106 3 93 12:15 6 102 1 82 12:30 2 97 3 115 12:45 2 87 12 392 4 114 11 404 23 796 01:00 2 106 1 100 01:15 2 111 4 106 01:30 3 102 1 115 01:45 1 83 8 402 2 125 8 446 16 848 02:00 3 120 0 119 02:15 1 107 2 115 02:30 1 99 3 111 02:45 3 125 8 451 1 106 6 451 14 902 03:00 4 109 2 114 03:15 3 140 1 124 03:30 2 107 4 107 03:45 3 131 12 487 9 103 16 448 28 935 04:00 5 102 5 127 04:15 2 110 10 96 04:30 4 115 17 106 04:45 9 89 20 416 23 99 55 428 75 844 05:00 7 133 13 91 05:15 8 119 26 107 05:30 12 120 35 92 05:45 24 100 51 472 50 85 124 375 175 847 06:00 20 83 30 76 06:15 27 82 39 62 06:30 42 65 61 64 06:45 59 58 148 288 97 59 227 261 375 549 07:00 70 63 115 45 07:15 78 48 112 42 07:30 109 37 136 40 07:45 103 39 360 187 157 54 520 181 880 368 08:00 97 39 156 44 08:15 69 42 90 36 08:30 103 38 96 45 08:45 102 30 371 149 121 36 463 161 834 310 09:00 84 26 96 36 09:15 84 37 93 26 09:30 82 24 114 26 09:45 65 22 315 109 109 28 412 116 727 225 10:00 91 9 101 20 10:15 74 15 90 14 10:30 77 12 108 14 10:45 89 8 331 44 106 7 405 55 736 99 11:00 80 15 88 9 11:15 86 9 103 9 11:30 91 11 92 5 11:45 92 3 349 38 94 14 377 37 726 75 Total 1985 3435 1985 3435 2624 3363 2624 3363 4609 6798 Combined Total 5420 5420 5987 5987 11407 AM Peak - 07:15 --- 07:15 ----- Vol.- 387 --- 561 ----- P.H.F. 0.888 0.893 PM Peak -- 03:00 --- 01:30 ---- Vol.-- 487 --- 474 ---- P.H.F. 0.870 0.948 Percentag e 36.6% 63.4% 43.8% 56.2% ADT/AADT ADT 11,407 AADT 11,407 3.1-46 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 3.1-47 Page 1 City of Palm Desert Portola Road S/ Gerald Ford Drive 24 Hour Directional Volume Count PLD004 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 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 5 93 3 103 12:15 6 110 5 92 12:30 2 102 2 95 12:45 6 90 19 395 2 105 12 395 31 790 01:00 2 114 2 101 01:15 0 93 0 113 01:30 2 97 2 100 01:45 1 110 5 414 1 83 5 397 10 811 02:00 1 134 1 92 02:15 2 91 2 99 02:30 0 107 0 79 02:45 3 105 6 437 0 91 3 361 9 798 03:00 4 104 1 86 03:15 3 123 4 91 03:30 3 104 4 85 03:45 4 120 14 451 5 99 14 361 28 812 04:00 3 127 4 102 04:15 2 118 1 94 04:30 10 108 8 85 04:45 14 101 29 454 11 93 24 374 53 828 05:00 4 103 7 85 05:15 8 116 14 82 05:30 27 96 11 87 05:45 22 79 61 394 14 85 46 339 107 733 06:00 31 65 39 54 06:15 30 79 25 54 06:30 41 62 36 56 06:45 49 59 151 265 52 64 152 228 303 493 07:00 55 51 64 48 07:15 55 52 89 41 07:30 90 42 119 44 07:45 113 54 313 199 115 40 387 173 700 372 08:00 107 37 79 35 08:15 109 44 83 35 08:30 71 36 86 37 08:45 95 23 382 140 92 31 340 138 722 278 09:00 64 24 87 32 09:15 103 36 76 23 09:30 88 29 67 13 09:45 96 25 351 114 69 22 299 90 650 204 10:00 74 21 67 18 10:15 69 15 80 19 10:30 85 14 76 17 10:45 104 12 332 62 79 12 302 66 634 128 11:00 89 10 92 9 11:15 90 5 79 4 11:30 81 6 87 7 11:45 103 3 363 24 85 5 343 25 706 49 Total 2026 3349 2026 3349 1927 2947 1927 2947 3953 6296 Combined Total 5375 5375 4874 4874 10249 AM Peak - 07:30 --- 07:15 ----- Vol.- 419 --- 402 ----- P.H.F. 0.927 0.845 PM Peak -- 03:15 --- 00:45 ---- Vol.-- 474 --- 419 ---- P.H.F. 0.933 0.927 Percentag e 37.7% 62.3% 39.5% 60.5% ADT/AADT ADT 10,249 AADT 10,249 3.1-48 Page 1 City of Palm Desert Frank Sinatra Drive W/ Portola Avenue 24 Hour Directional Volume Count PLDFSWPO Site Code: 051-22144 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Start 3/9/2022 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 4 96 4 127 12:15 4 44 5 114 12:30 4 107 3 121 12:45 7 100 19 347 4 128 16 490 35 837 01:00 7 120 0 130 01:15 2 126 5 109 01:30 3 139 1 141 01:45 1 139 13 524 2 139 8 519 21 1043 02:00 2 127 1 124 02:15 2 124 0 146 02:30 3 175 2 127 02:45 7 176 14 602 1 122 4 519 18 1121 03:00 1 178 4 128 03:15 3 141 0 127 03:30 1 168 2 123 03:45 2 172 7 659 5 137 11 515 18 1174 04:00 2 143 5 153 04:15 4 168 4 142 04:30 9 179 16 127 04:45 11 133 26 623 21 107 46 529 72 1152 05:00 6 196 14 108 05:15 11 167 31 135 05:30 12 146 40 128 05:45 14 129 43 638 47 106 132 477 175 1115 06:00 26 101 55 69 06:15 30 73 71 93 06:30 46 80 95 80 06:45 44 53 146 307 162 73 383 315 529 622 07:00 63 70 114 57 07:15 75 54 154 57 07:30 102 71 194 39 07:45 131 52 371 247 197 65 659 218 1030 465 08:00 105 64 172 42 08:15 99 43 171 24 08:30 110 55 175 31 08:45 96 42 410 204 149 30 667 127 1077 331 09:00 89 55 137 23 09:15 100 49 120 26 09:30 116 41 136 38 09:45 102 36 407 181 139 37 532 124 939 305 10:00 117 24 146 17 10:15 82 27 139 18 10:30 102 30 126 11 10:45 89 17 390 98 133 17 544 63 934 161 11:00 128 15 130 10 11:15 95 9 108 8 11:30 122 10 131 13 11:45 109 13 454 47 118 3 487 34 941 81 Total 2300 4477 2300 4477 3489 3930 3489 3930 5789 8407 Combined Total 6777 6777 7419 7419 14196 AM Peak - 11:00 --- 07:30 ----- Vol.- 454 --- 734 ----- P.H.F. 0.887 0.931 PM Peak -- 04:15 --- 03:45 ---- Vol.-- 676 --- 559 ---- P.H.F. 0.862 0.913 Percentag e 33.9% 66.1% 47.0% 53.0% ADT/AADT ADT 14,196 AADT 14,196 3.1-49 Page 1 City of Palm Desert Portila Avenue S/ Frank Sinatra Drive 24 Hour Directional Volume Count PLDPOSFS Site Code: 051-22144 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Start 3/9/2022 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 6 140 4 97 12:15 9 177 2 99 12:30 4 146 6 107 12:45 3 131 22 594 3 114 15 417 37 1011 01:00 1 134 1 119 01:15 4 158 9 122 01:30 2 195 3 123 01:45 7 185 14 672 3 136 16 500 30 1172 02:00 1 199 1 120 02:15 2 198 5 148 02:30 1 199 2 151 02:45 2 240 6 836 2 152 10 571 16 1407 03:00 3 243 1 108 03:15 5 220 1 134 03:30 2 259 4 114 03:45 2 229 12 951 6 138 12 494 24 1445 04:00 5 271 7 112 04:15 5 197 8 138 04:30 11 188 13 119 04:45 14 155 35 811 21 131 49 500 84 1311 05:00 11 194 9 118 05:15 21 186 8 123 05:30 17 153 12 98 05:45 26 122 75 655 26 88 55 427 130 1082 06:00 35 100 31 71 06:15 39 83 55 67 06:30 59 84 51 65 06:45 82 76 215 343 67 61 204 264 419 607 07:00 59 80 95 45 07:15 83 70 104 68 07:30 111 57 141 42 07:45 126 55 379 262 186 38 526 193 905 455 08:00 180 57 127 48 08:15 157 43 117 39 08:30 149 41 124 27 08:45 157 40 643 181 127 27 495 141 1138 322 09:00 128 40 105 41 09:15 147 30 103 20 09:30 108 39 92 25 09:45 136 35 519 144 112 17 412 103 931 247 10:00 136 19 103 28 10:15 170 19 99 19 10:30 132 23 118 17 10:45 149 16 587 77 95 19 415 83 1002 160 11:00 167 13 102 12 11:15 149 11 103 11 11:30 167 7 114 5 11:45 190 5 673 36 105 8 424 36 1097 72 Total 3180 5562 3180 5562 2633 3729 2633 3729 5813 9291 Combined Total 8742 8742 6362 6362 15104 AM Peak - 11:00 --- 07:30 ----- Vol.- 673 --- 571 ----- P.H.F. 0.886 0.767 PM Peak -- 03:15 --- 02:00 ---- Vol.-- 979 --- 571 ---- P.H.F. 0.903 0.939 Percentag e 36.4% 63.6% 41.4% 58.6% ADT/AADT ADT 15,104 AADT 15,104 3.1-50 Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx APPENDIX 3.2: EXISTING (2022) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS   Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx This Page Intentionally Left Blank Lanes, Volumes, Timings Existing (2022) AM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)85 240 133 96 352 59 95 559 21 38 979 93 Future Volume (vph)85 240 133 96 352 59 95 559 21 38 979 93 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 165 190 210 200 0 200 315 Storage Lanes 2 1 2 0 2 0 2 1 Taper Length (ft)90 140 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)511 1502 732 1716 Travel Time (s)7.0 20.5 9.1 21.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph)98 276 153 110 405 68 109 643 24 44 1125 107 Shared Lane Traffic (%) Lane Group Flow (vph) 98 276 153 110 405 68 109 667 0 44 1125 107 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 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 9.5 22.5 9.5 22.5 22.5 Total Split (s)15.0 32.0 32.0 17.0 34.0 34.0 17.0 59.0 12.0 54.0 54.0 Total Split (%)12.5% 26.7% 26.7% 14.2% 28.3% 28.3% 14.2% 49.2% 10.0% 45.0% 45.0% 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 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: 65 Control Type: Actuated-Coordinated Splits and Phases: 1: Monterey Av. & Gerald Ford Dr. 3.2-1 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 85 240 133 96 352 59 95 559 21 38 979 93 Future Volume (veh/h) 85 240 133 96 352 59 95 559 21 38 979 93 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 98 276 153 110 405 68 109 643 24 44 1125 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 151 508 224 167 524 231 164 3167 118 111 3122 Arrive On Green 0.04 0.14 0.14 0.02 0.05 0.05 0.05 0.63 0.63 0.03 0.61 0.00 Sat Flow, veh/h 3456 3554 1568 3456 3554 1569 3456 5052 188 3456 5106 1585 Grp Volume(v), veh/h 98 276 153 110 405 68 109 432 235 44 1125 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1568 1728 1777 1569 1728 1702 1836 1728 1702 1585 Q Serve(g_s), s 3.3 8.7 11.1 3.8 13.5 5.0 3.7 6.5 6.6 1.5 13.2 0.0 Cycle Q Clear(g_c), s 3.3 8.7 11.1 3.8 13.5 5.0 3.7 6.5 6.6 1.5 13.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 151 508 224 167 524 231 164 2134 1151 111 3122 V/C Ratio(X) 0.65 0.54 0.68 0.66 0.77 0.29 0.66 0.20 0.20 0.40 0.36 Avail Cap(c_a), veh/h 302 814 359 360 874 386 360 2134 1151 216 3122 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.5 47.8 48.8 58.1 55.1 51.1 56.2 9.6 9.6 56.9 11.6 0.0 Incr Delay (d2), s/veh 4.7 0.9 3.6 4.3 2.4 0.7 4.5 0.2 0.4 2.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 3.8 4.4 1.7 6.6 2.0 1.7 2.2 2.4 0.7 4.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.1 48.7 52.5 62.4 57.5 51.7 60.7 9.8 10.0 59.2 11.9 0.0 LnGrp LOS E D D E E D EAAEB Approach Vol, veh/h 527 583 776 1169 A Approach Delay, s/veh 52.1 57.8 17.0 13.7 Approach LOS D E B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.3 79.7 10.3 21.6 10.2 77.9 9.7 22.2 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 7.5 54.5 12.5 27.5 12.5 49.5 10.5 29.5 Max Q Clear Time (g_c+I1), s 3.5 8.6 5.8 13.1 5.7 15.2 5.3 15.5 Green Ext Time (p_c), s 0.0 4.0 0.1 1.7 0.1 8.2 0.1 2.1 Intersection Summary HCM 6th Ctrl Delay 29.6 HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 3.2-2 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)23 276 491 83 109 27 Future Volume (vph)23 276 491 83 109 27 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)195 125 0 0 Storage Lanes 1 1 1 1 Taper Length (ft) 120 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 30 Link Distance (ft)1502 2201 993 Travel Time (s)20.5 30.0 22.6 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)26 310 552 93 122 30 Shared Lane Traffic (%) Lane Group Flow (vph) 26 310 552 93 122 30 Turn Type Prot NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Detector Phase 526644 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.0 36.0 26.0 26.0 24.0 24.0 Total Split (%)16.7% 60.0% 43.3% 43.3% 40.0% 40.0% 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 Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Gerald Ford Dr. & Gateway 3.2-3 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 23 276 491 83 109 27 Future Volume (veh/h) 23 276 491 83 109 27 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1870 1870 1870 Adj Flow Rate, veh/h 26 310 552 93 122 30 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222 Cap, veh/h 52 1866 2148 663 579 515 Arrive On Green 0.03 0.52 0.42 0.42 0.32 0.32 Sat Flow, veh/h 1781 3647 5274 1576 1781 1585 Grp Volume(v), veh/h 26 310 552 93 122 30 Grp Sat Flow(s),veh/h/ln 1781 1777 1702 1576 1781 1585 Q Serve(g_s), s 0.9 2.7 4.2 2.2 3.0 0.8 Cycle Q Clear(g_c), s 0.9 2.7 4.2 2.2 3.0 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 52 1866 2148 663 579 515 V/C Ratio(X) 0.50 0.17 0.26 0.14 0.21 0.06 Avail Cap(c_a), veh/h 163 1866 2148 663 579 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.88 0.88 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 7.4 11.3 10.7 14.7 13.9 Incr Delay (d2), s/veh 6.3 0.2 0.3 0.4 0.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.7 1.3 0.7 1.2 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.0 7.6 11.6 11.1 15.5 14.1 LnGrp LOS D ABBBB Approach Vol, veh/h 336 645 152 Approach Delay, s/veh 9.7 11.5 15.2 Approach LOS A B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.0 24.0 6.3 29.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 19.5 5.5 21.5 Max Q Clear Time (g_c+I1), s 4.7 5.0 2.9 6.2 Green Ext Time (p_c), s 1.7 0.3 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 11.5 HCM 6th LOS B 3.2-4 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 3: Gerald Ford Dr. & Rembrandt Pkwy. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)16 329 539 22 45 40 Future Volume (vph)16 329 539 22 45 40 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)190 110 0 50 Storage Lanes 1 1 1 1 Taper Length (ft) 120 90 Link Speed (mph)50 50 30 Link Distance (ft)2201 915 430 Travel Time (s)30.0 12.5 9.8 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)18 370 606 25 51 45 Shared Lane Traffic (%) Lane Group Flow (vph) 18 370 606 25 51 45 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-5 HCM 6th TWSC Existing (2022) AM Peak Hour 3: Gerald Ford Dr. & Rembrandt Pkwy. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 329 539 22 45 40 Future Vol, veh/h 16 329 539 22 45 40 Conflicting Peds, #/hr 5 00555 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 190 - - 110 0 50 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 22222 Mvmt Flow 18 370 606 25 51 45 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 636 0 - 0 837 313 Stage 1 - - - - 611 - Stage 2 - - - - 226 - Critical Hdwy 5.34 - - - 6.29 7.14 Critical Hdwy Stg 1 - - - - 6.64 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 3.12 - - - 3.67 3.92 Pot Cap-1 Maneuver 584 - - - 338 583 Stage 1 - - - - 427 - Stage 2 - - - - 761 - Platoon blocked, % - - - Mov Cap-1 Maneuver 581 - - - 324 577 Mov Cap-2 Maneuver - - - - 324 - Stage 1 - - - - 412 - Stage 2 - - - - 757 - Approach EB WB SB HCM Control Delay, s 0.5 0 15.2 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)581 - - - 324 577 HCM Lane V/C Ratio 0.031 - - - 0.156 0.078 HCM Control Delay (s) 11.4 - - - 18.2 11.8 HCM Lane LOS B - - - C B HCM 95th %tile Q(veh) 0.1 - - - 0.5 0.3 3.2-6 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)6 227 154 33 461 161 98 228 39 75 215 2 Future Volume (vph)6 227 154 33 461 161 98 228 39 75 215 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 50 255 300 245 205 255 215 Storage Lanes 1 1 2 1 2 1 2 0 Taper Length (ft)90 120 120 110 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)658 1639 1684 1545 Travel Time (s)9.0 22.4 20.9 19.2 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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)7 267 181 39 542 189 115 268 46 88 253 2 Shared Lane Traffic (%) Lane Group Flow (vph) 7 267 181 39 542 189 115 268 46 88 253 2 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 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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)15.0 45.0 45.0 16.0 46.0 46.0 23.0 38.0 38.0 21.0 36.0 36.0 Total Split (%)12.5% 37.5% 37.5% 13.3% 38.3% 38.3% 19.2% 31.7% 31.7% 17.5% 30.0% 30.0% 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 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 Lag Lead Lead Lag Lead Lead 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: 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: 4: Portola Rd. & Gerald Ford Dr. 3.2-7 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 6 227 154 33 461 161 98 228 39 75 215 2 Future Volume (veh/h) 6 227 154 33 461 161 98 228 39 75 215 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 7 267 181 39 542 0 115 268 46 88 253 0 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 Percent Heavy Veh, %222222222222 Cap, veh/h 31 476 210 105 749 171 3294 1020 140 3249 Arrive On Green 0.02 0.13 0.13 0.03 0.15 0.00 0.10 1.00 1.00 0.04 0.64 0.00 Sat Flow, veh/h 1781 3554 1567 3456 5106 1585 3456 5106 1581 3456 5106 1585 Grp Volume(v), veh/h 7 267 181 39 542 0 115 268 46 88 253 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1567 1728 1702 1585 1728 1702 1581 1728 1702 1585 Q Serve(g_s), s 0.5 8.4 11.6 1.3 12.2 0.0 3.9 0.0 0.0 3.0 2.3 0.0 Cycle Q Clear(g_c), s 0.5 8.4 11.6 1.3 12.2 0.0 3.9 0.0 0.0 3.0 2.3 0.0 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 31 476 210 105 749 171 3294 1020 140 3249 V/C Ratio(X)0.22 0.56 0.86 0.37 0.72 0.67 0.08 0.05 0.63 0.08 Avail Cap(c_a), veh/h 156 1199 529 331 1766 533 3294 1020 475 3249 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 0.97 0.97 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 58.2 48.7 37.3 57.1 48.9 0.0 53.1 0.0 0.0 56.7 8.4 0.0 Incr Delay (d2), s/veh 3.6 1.0 10.0 2.1 1.3 0.0 4.5 0.0 0.1 4.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.7 4.9 0.6 5.1 0.0 1.7 0.0 0.0 1.4 0.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.7 49.7 47.3 59.2 50.2 0.0 57.6 0.0 0.1 61.2 8.4 0.0 LnGrp LOS E D D E D EAAEA Approach Vol, veh/h 455 581 A 429 341 A Approach Delay, s/veh 48.9 50.8 15.5 22.0 Approach LOS D D B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 81.9 8.1 20.6 10.4 80.8 6.6 22.1 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 16.5 33.5 11.5 40.5 18.5 31.5 10.5 41.5 Max Q Clear Time (g_c+I1), s 5.0 2.0 3.3 13.6 5.9 4.3 2.5 14.2 Green Ext Time (p_c), s 0.1 1.7 0.0 2.1 0.2 1.4 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 36.5 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 3.2-8 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)1 335 5 10 635 21 5 6 3 36 3 15 Future Volume (vph)1 335 5 10 635 21 5 6 3 36 3 15 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 140 150 120 0 130 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)90 100 90 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 40 30 30 Link Distance (ft)1639 1573 599 673 Travel Time (s)22.4 26.8 13.6 15.3 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)1 404 6 12 765 25 6 7 4 43 4 18 Shared Lane Traffic (%) Lane Group Flow (vph) 1 404 6 12 765 25 6 11 0 43 22 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 4 Detector Phase 52216688 44 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.0 27.0 27.0 10.0 27.0 27.0 23.0 23.0 23.0 23.0 Total Split (%)16.7% 45.0% 45.0% 16.7% 45.0% 45.0% 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 All-Red Time (s)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 Total Lost Time (s)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 Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 5: Pacific Av. & Gerald Ford Dr. 3.2-9 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 1 335 5 10 635 21 5 6 3 36 3 15 Future Volume (veh/h) 1 335 5 10 635 21 5 6 3 36 3 15 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 1 404 6 12 765 25 6 7 4 43 4 18 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 3 2306 713 27 2376 735 535 696 362 547 548 486 Arrive On Green 0.00 0.15 0.15 0.02 0.47 0.47 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 5106 1580 1781 5106 1580 1383 2256 1173 1397 1777 1577 Grp Volume(v), veh/h 1 404 6 12 765 25 6 5 6 43 4 18 Grp Sat Flow(s),veh/h/ln 1781 1702 1580 1781 1702 1580 1383 1777 1652 1397 1777 1577 Q Serve(g_s), s 0.0 4.1 0.2 0.4 5.7 0.5 0.2 0.1 0.1 1.3 0.1 0.5 Cycle Q Clear(g_c), s 0.0 4.1 0.2 0.4 5.7 0.5 0.7 0.1 0.1 1.5 0.1 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.71 1.00 1.00 Lane Grp Cap(c), veh/h 3 2306 713 27 2376 735 535 548 509 547 548 486 V/C Ratio(X) 0.34 0.18 0.01 0.45 0.32 0.03 0.01 0.01 0.01 0.08 0.01 0.04 Avail Cap(c_a), veh/h 163 2306 713 163 2376 735 535 548 509 547 548 486 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 15.8 14.1 29.3 10.1 8.7 14.7 14.4 14.4 14.9 14.4 14.5 Incr Delay (d2), s/veh 50.6 0.1 0.0 11.1 0.4 0.1 0.0 0.0 0.0 0.3 0.0 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 0.1 1.3 0.1 0.2 1.8 0.2 0.1 0.1 0.1 0.4 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.6 15.9 14.1 40.4 10.4 8.8 14.8 14.4 14.4 15.2 14.4 14.7 LnGrp LOS F B B D BABBBBBB Approach Vol, veh/h 411 802 17 65 Approach Delay, s/veh 16.0 10.8 14.6 15.0 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.4 31.6 23.0 4.6 32.4 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 5.5 22.5 18.5 Max Q Clear Time (g_c+I1), s 2.4 6.1 3.5 2.0 7.7 2.7 Green Ext Time (p_c), s 0.0 2.1 0.1 0.0 4.4 0.0 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B 3.2-10 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)31 316 27 14 618 42 16 22 19 60 17 32 Future Volume (vph)31 316 27 14 618 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)180 165 175 120 102 0 85 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)1634 919 541 642 Travel Time (s)27.9 15.7 10.5 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)37 381 33 17 745 51 19 27 23 72 20 39 Shared Lane Traffic (%) Lane Group Flow (vph) 37 381 33 17 745 51 19 27 23 72 59 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 74438822266 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 25.0 25.0 10.0 24.0 24.0 25.0 25.0 25.0 25.0 25.0 Total Split (%)18.3% 41.7% 41.7% 16.7% 40.0% 40.0% 41.7% 41.7% 41.7% 41.7% 41.7% 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 Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 6: Technology Dr. & Gerald Ford Dr. 3.2-11 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 31 316 27 14 618 42 16 22 19 60 17 32 Future Volume (veh/h) 31 316 27 14 618 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 37 381 33 17 745 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 1240 381 37 1150 353 782 957 808 802 289 564 Arrive On Green 0.04 0.24 0.24 0.03 0.30 0.30 0.51 0.51 0.51 0.51 0.51 0.51 Sat Flow, veh/h 1781 5106 1569 1781 5106 1567 1340 1870 1580 1351 565 1103 Grp Volume(v), veh/h 37 381 33 17 745 51 19 27 23 72 0 59 Grp Sat Flow(s),veh/h/ln 1781 1702 1569 1781 1702 1567 1340 1870 1580 1351 0 1668 Q Serve(g_s), s 1.2 3.7 1.0 0.6 7.6 1.4 0.4 0.4 0.4 1.7 0.0 1.1 Cycle Q Clear(g_c), s 1.2 3.7 1.0 0.6 7.6 1.4 1.5 0.4 0.4 2.1 0.0 1.1 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 68 1240 381 37 1150 353 782 957 808 802 0 853 V/C Ratio(X) 0.54 0.31 0.09 0.46 0.65 0.14 0.02 0.03 0.03 0.09 0.00 0.07 Avail Cap(c_a), veh/h 193 1745 536 163 1659 509 782 957 808 802 0 853 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 18.6 17.6 28.9 19.0 16.8 7.8 7.3 7.3 7.8 0.0 7.4 Incr Delay (d2), s/veh 6.5 0.1 0.1 7.7 0.5 0.2 0.1 0.1 0.1 0.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.3 0.3 0.3 2.5 0.5 0.1 0.2 0.1 0.4 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.8 18.7 17.7 36.5 19.5 16.9 7.9 7.3 7.3 8.0 0.0 7.6 LnGrp LOS C B B D BBAAAAAA Approach Vol, veh/h 451 813 69 131 Approach Delay, s/veh 20.0 19.7 7.5 7.8 Approach LOS BBAA Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 35.2 5.7 19.1 35.2 6.8 18.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 5.5 20.5 20.5 6.5 19.5 Max Q Clear Time (g_c+I1), s 3.5 2.6 5.7 4.1 3.2 9.6 Green Ext Time (p_c), s 0.2 0.0 2.1 0.4 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B 3.2-12 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)919 837 1057 824 Travel Time (s)15.7 11.4 13.1 10.2 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: 7: Cook St. & Gerald Ford Dr. 3.2-13 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)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 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 5.5 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 58.6 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 A 435 759 2155 Approach Delay, s/veh 53.3 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 Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 3.2-14 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)27 17 17 557639717936429 Future Volume (vph)27 17 17 557639717936429 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)125 0 145 100 165 165 165 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft)90 90 120 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)1533 463 3682 1684 Travel Time (s)34.8 10.5 45.6 20.9 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)30 19 19 6687446191040933 Shared Lane Traffic (%) Lane Group Flow (vph) 30 38 0668744619104420 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)25.0 33.0 18.0 26.0 26.0 18.0 50.0 50.0 19.0 51.0 Total Split (%)20.8% 27.5% 15.0% 21.7% 21.7% 15.0% 41.7% 41.7% 15.8% 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 All-Red Time (s)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 Total Lost Time (s)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 Lead-Lag Optimize? 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 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: Portola Rd. & Julie Dr./College Dr. 3.2-15 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 27 17 17 557639717936429 Future Volume (veh/h) 27 17 17 557639717936429 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 19 19 6687446191040933 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 47 61 61 13 100 82 15 3872 1198 21 3670 292 Arrive On Green 0.03 0.07 0.07 0.01 0.05 0.05 0.01 0.76 0.76 0.02 1.00 1.00 Sat Flow, veh/h 1781 848 848 1781 1870 1541 1781 5106 1580 1781 4820 384 Grp Volume(v), veh/h 30 0 38 66874461910287155 Grp Sat Flow(s),veh/h/ln 1781 0 1696 1781 1870 1541 1781 1702 1580 1781 1702 1800 Q Serve(g_s), s 2.0 0.0 2.6 0.4 0.4 0.6 0.5 2.8 0.4 0.7 0.0 0.0 Cycle Q Clear(g_c), s 2.0 0.0 2.6 0.4 0.4 0.6 0.5 2.8 0.4 0.7 0.0 0.0 Prop In Lane 1.00 0.50 1.00 1.00 1.00 1.00 1.00 0.21 Lane Grp Cap(c), veh/h 47 0 123 13 100 82 15 3872 1198 21 2592 1370 V/C Ratio(X) 0.64 0.00 0.31 0.45 0.06 0.10 0.45 0.12 0.02 0.48 0.11 0.11 Avail Cap(c_a), veh/h 304 0 403 200 335 276 200 3872 1198 215 2592 1370 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 0.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.98 0.98 0.98 Uniform Delay (d), s/veh 57.9 0.0 52.8 59.3 53.9 54.0 59.2 3.8 3.5 58.2 0.0 0.0 Incr Delay (d2), s/veh 13.6 0.0 1.4 21.4 0.2 0.5 19.2 0.1 0.0 15.4 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.1 0.3 0.2 0.2 0.3 0.7 0.1 0.4 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.4 0.0 54.2 80.7 54.2 54.5 78.4 3.9 3.6 73.6 0.1 0.2 LnGrp LOS E A D F D D EAAEAA Approach Vol, veh/h 68 20 472 452 Approach Delay, s/veh 61.8 62.3 5.0 1.7 Approach LOS EEAA Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.9 95.5 5.4 13.2 5.5 95.9 7.7 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 14.5 45.5 13.5 28.5 13.5 46.5 20.5 21.5 Max Q Clear Time (g_c+I1), s 2.7 4.8 2.4 4.6 2.5 2.0 4.0 2.6 Green Ext Time (p_c), s 0.0 2.8 0.0 0.1 0.0 2.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 8.5 HCM 6th LOS A 3.2-16 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)17 267 115 130 597 18 119 385 65 33 333 20 Future Volume (vph)17 267 115 130 597 18 119 385 65 33 333 20 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)701 1558 512 3682 Travel Time (s)9.6 21.2 6.3 45.6 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph)19 303 131 148 678 20 135 438 74 38 378 23 Shared Lane Traffic (%) Lane Group Flow (vph) 19 303 131 148 678 20 135 438 74 38 401 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 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 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)9.5 20.0 20.0 10.2 20.7 20.7 9.8 20.2 20.2 9.6 20.0 Total Split (%)15.8% 33.3% 33.3% 17.0% 34.5% 34.5% 16.3% 33.7% 33.7% 16.0% 33.3% 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 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 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 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None 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: 60 Control Type: Actuated-Coordinated Splits and Phases: 9: Portola Av. & Frank Sinatra Dr. 3.2-17 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 17 267 115 130 597 18 119 385 65 33 333 20 Future Volume (veh/h) 17 267 115 130 597 18 119 385 65 33 333 20 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 19 303 131 148 678 20 135 438 74 38 378 23 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 40 596 263 169 853 378 157 2118 655 70 1800 108 Arrive On Green 0.02 0.17 0.17 0.09 0.24 0.24 0.09 0.41 0.41 0.04 0.37 0.37 Sat Flow, veh/h 1781 3554 1571 1781 3554 1575 1781 5106 1579 1781 4923 296 Grp Volume(v), veh/h 19 303 131 148 678 20 135 438 74 38 260 141 Grp Sat Flow(s),veh/h/ln 1781 1777 1571 1781 1777 1575 1781 1702 1579 1781 1702 1816 Q Serve(g_s), s 0.6 4.7 4.5 4.9 10.8 0.6 4.5 3.3 1.7 1.3 3.1 3.2 Cycle Q Clear(g_c), s 0.6 4.7 4.5 4.9 10.8 0.6 4.5 3.3 1.7 1.3 3.1 3.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 40 596 263 169 853 378 157 2118 655 70 1245 664 V/C Ratio(X) 0.47 0.51 0.50 0.87 0.79 0.05 0.86 0.21 0.11 0.55 0.21 0.21 Avail Cap(c_a), veh/h 148 948 419 169 989 438 157 2118 655 151 1245 664 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 22.7 22.7 26.8 21.4 17.5 27.0 11.2 10.8 28.3 13.1 13.1 Incr Delay (d2), s/veh 8.3 0.7 1.5 36.3 4.0 0.1 34.8 0.2 0.3 6.5 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.7 1.5 3.5 4.2 0.2 3.2 1.0 0.5 0.6 1.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.3 23.4 24.1 63.1 25.4 17.6 61.8 11.5 11.1 34.8 13.5 13.8 LnGrp LOS D C C E C BEBBCBB Approach Vol, veh/h 453 846 647 439 Approach Delay, s/veh 24.2 31.8 21.9 15.4 Approach LOS C C C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.8 28.9 10.2 14.1 9.8 25.9 5.9 18.4 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 5.1 16.2 5.7 16.0 5.3 16.0 5.0 16.7 Max Q Clear Time (g_c+I1), s 3.3 5.3 6.9 6.7 6.5 5.2 2.6 12.8 Green Ext Time (p_c), s 0.0 2.0 0.0 1.4 0.0 1.5 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 24.7 HCM 6th LOS C 3.2-18 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)40 358 151 160 685 82 198 407 134 65 417 40 Future Volume (vph)40 358 151 160 685 82 198 407 134 65 417 40 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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)47 421 178 188 806 96 233 479 158 76 491 47 Shared Lane Traffic (%) Lane Group Flow (vph) 47 421 178 188 806 96 233 479 158 76 491 47 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 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)14.0 29.0 29.0 27.0 42.0 42.0 32.0 47.0 47.0 17.0 32.0 32.0 Total Split (%)11.7% 24.2% 24.2% 22.5% 35.0% 35.0% 26.7% 39.2% 39.2% 14.2% 26.7% 26.7% 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 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 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 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 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: 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: 10: Portola Av. & Country Club Dr. 3.2-19 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 40 358 151 160 685 82 198 407 134 65 417 40 Future Volume (veh/h) 40 358 151 160 685 82 198 407 134 65 417 40 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 47 421 178 188 806 96 233 479 158 76 491 47 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 Percent Heavy Veh, %222222222222 Cap, veh/h 61 624 276 218 937 416 264 1798 800 97 1465 651 Arrive On Green 0.03 0.18 0.18 0.12 0.26 0.26 0.15 0.51 0.51 0.05 0.41 0.41 Sat Flow, veh/h 1781 3554 1572 1781 3554 1576 1781 3554 1580 1781 3554 1579 Grp Volume(v), veh/h 47 421 178 188 806 96 233 479 158 76 491 47 Grp Sat Flow(s),veh/h/ln 1781 1777 1572 1781 1777 1576 1781 1777 1580 1781 1777 1579 Q Serve(g_s), s 3.1 13.3 12.6 12.4 25.9 5.7 15.4 9.2 6.6 5.1 11.3 2.2 Cycle Q Clear(g_c), s 3.1 13.3 12.6 12.4 25.9 5.7 15.4 9.2 6.6 5.1 11.3 2.2 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 61 624 276 218 937 416 264 1798 800 97 1465 651 V/C Ratio(X) 0.78 0.68 0.65 0.86 0.86 0.23 0.88 0.27 0.20 0.78 0.34 0.07 Avail Cap(c_a), veh/h 141 740 327 334 1125 499 408 1798 800 186 1465 651 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.5 46.3 46.0 51.7 42.1 34.6 50.1 16.9 16.3 56.0 24.1 21.4 Incr Delay (d2), s/veh 18.7 1.9 3.3 13.4 6.0 0.3 13.3 0.4 0.6 12.7 0.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 5.8 5.0 6.2 11.6 2.2 7.5 3.5 2.3 2.5 4.6 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.2 48.2 49.3 65.1 48.0 34.9 63.4 17.3 16.8 68.7 24.7 21.6 LnGrp LOS E D D E D C EBBECC Approach Vol, veh/h 646 1090 870 614 Approach Delay, s/veh 50.5 49.8 29.5 29.9 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 64.7 19.2 25.1 22.3 53.5 8.6 35.7 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 12.5 43.0 22.5 25.0 27.5 28.0 9.5 38.0 Max Q Clear Time (g_c+I1), s 7.1 11.2 14.4 15.3 17.4 13.3 5.1 27.9 Green Ext Time (p_c), s 0.1 3.4 0.3 2.1 0.4 2.5 0.0 3.7 Intersection Summary HCM 6th Ctrl Delay 40.7 HCM 6th LOS D 3.2-20 Lanes, Volumes, Timings Existing (2022) AM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 253 213 172 51 207 279 123 360 18 389 1201 315 Future Volume (vph) 253 213 172 51 207 279 123 360 18 389 1201 315 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)285 190 160 180 255 0 170 240 Storage Lanes 2 0 2 1 2 0 2 1 Taper Length (ft)120 120 170 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 55 55 Link Distance (ft)738 1225 3625 489 Travel Time (s)11.2 18.6 44.9 6.1 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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)281 237 191 57 230 310 137 400 20 432 1334 350 Shared Lane Traffic (%) Lane Group Flow (vph) 281 237 191 57 230 310 137 420 0 432 1334 350 Turn Type Prot NA Perm Prot NA Free Prot NA Prot NA Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free Free Detector Phase 74438 52 16 Switch Phase Minimum Initial (s)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 9.5 22.5 9.5 22.5 Total Split (s)24.0 38.0 38.0 11.0 25.0 16.0 40.0 31.0 55.0 Total Split (%)20.0% 31.7% 31.7% 9.2% 20.8% 13.3% 33.3% 25.8% 45.8% Yellow Time (s)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 Lost Time Adjust (s) 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 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None 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: 70 Control Type: Actuated-Coordinated Splits and Phases: 11: Monterey Av. & Dinah Shore Dr. 3.2-21 HCM 6th Signalized Intersection Summary Existing (2022) AM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 253 213 172 51 207 279 123 360 18 389 1201 315 Future Volume (veh/h) 253 213 172 51 207 279 123 360 18 389 1201 315 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 281 237 191 57 230 0 137 400 20 432 1334 0 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 349 576 254 122 343 194 2517 125 509 3045 Arrive On Green 0.10 0.16 0.16 0.04 0.10 0.00 0.06 0.51 0.51 0.15 0.60 0.00 Sat Flow, veh/h 3456 3554 1570 3456 3554 1585 3456 4982 247 3456 5106 1585 Grp Volume(v), veh/h 281 237 191 57 230 0 137 272 148 432 1334 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1570 1728 1777 1585 1728 1702 1825 1728 1702 1585 Q Serve(g_s), s 9.5 7.2 13.9 1.9 7.5 0.0 4.7 5.2 5.2 14.6 17.1 0.0 Cycle Q Clear(g_c), s 9.5 7.2 13.9 1.9 7.5 0.0 4.7 5.2 5.2 14.6 17.1 0.0 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 349 576 254 122 343 194 1720 922 509 3045 V/C Ratio(X)0.81 0.41 0.75 0.47 0.67 0.71 0.16 0.16 0.85 0.44 Avail Cap(c_a), veh/h 562 992 438 187 607 331 1720 922 763 3045 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 52.8 45.1 48.0 56.8 52.4 0.0 55.6 16.0 16.0 49.8 13.2 0.0 Incr Delay (d2), s/veh 4.4 0.5 4.4 2.7 2.3 0.0 4.6 0.2 0.4 5.8 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 4.2 3.1 5.6 0.9 3.4 0.0 2.1 1.9 2.1 6.4 5.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.2 45.6 52.4 59.5 54.7 0.0 60.3 16.2 16.4 55.7 13.7 0.0 LnGrp LOS E D D E D EBBEB Approach Vol, veh/h 709 287 A 557 1766 A Approach Delay, s/veh 52.0 55.6 27.1 24.0 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.2 65.1 8.8 23.9 11.2 76.1 16.6 16.1 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 26.5 35.5 6.5 33.5 11.5 50.5 19.5 20.5 Max Q Clear Time (g_c+I1), s 16.6 7.2 3.9 15.9 6.7 19.1 11.5 9.5 Green Ext Time (p_c), s 1.1 2.3 0.0 1.8 0.1 10.1 0.6 0.9 Intersection Summary HCM 6th Ctrl Delay 33.2 HCM 6th LOS C Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 3.2-22 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 122 261 88 79 278 79 116 1058 79 40 838 99 Future Volume (vph) 122 261 88 79 278 79 116 1058 79 40 838 99 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 165 190 210 200 0 200 315 Storage Lanes 2 1 2 0 2 0 2 1 Taper Length (ft)90 140 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)511 1502 732 1716 Travel Time (s)7.0 20.5 9.1 21.3 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)128 275 93 83 293 83 122 1114 83 42 882 104 Shared Lane Traffic (%) Lane Group Flow (vph) 128 275 93 83 293 83 122 1197 0 42 882 104 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 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 9.5 22.5 9.5 22.5 22.5 Total Split (s)18.0 33.0 33.0 15.0 30.0 30.0 18.0 60.0 12.0 54.0 54.0 Total Split (%)15.0% 27.5% 27.5% 12.5% 25.0% 25.0% 15.0% 50.0% 10.0% 45.0% 45.0% 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 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: 65 Control Type: Actuated-Coordinated Splits and Phases: 1: Monterey Av. & Gerald Ford Dr. 3.2-23 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 122 261 88 79 278 79 116 1058 79 40 838 99 Future Volume (veh/h) 122 261 88 79 278 79 116 1058 79 40 838 99 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 128 275 93 83 293 83 122 1114 83 42 882 0 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 186 469 207 135 416 183 179 3140 234 108 3203 Arrive On Green 0.05 0.13 0.13 0.01 0.04 0.04 0.05 0.65 0.65 0.03 0.63 0.00 Sat Flow, veh/h 3456 3554 1567 3456 3554 1565 3456 4848 361 3456 5106 1585 Grp Volume(v), veh/h 128 275 93 83 293 83 122 782 415 42 882 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1567 1728 1777 1565 1728 1702 1804 1728 1702 1585 Q Serve(g_s), s 4.4 8.7 6.6 2.9 9.8 6.2 4.2 12.6 12.6 1.4 9.3 0.0 Cycle Q Clear(g_c), s 4.4 8.7 6.6 2.9 9.8 6.2 4.2 12.6 12.6 1.4 9.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00 Lane Grp Cap(c), veh/h 186 469 207 135 416 183 179 2205 1169 108 3203 V/C Ratio(X) 0.69 0.59 0.45 0.62 0.70 0.45 0.68 0.35 0.36 0.39 0.28 Avail Cap(c_a), veh/h 389 844 372 302 755 333 389 2205 1169 216 3203 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 55.8 49.0 48.1 58.3 55.6 53.9 55.9 9.7 9.7 57.0 10.1 0.0 Incr Delay (d2), s/veh 4.5 1.2 1.5 4.4 2.2 1.7 4.5 0.4 0.8 2.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 3.8 2.6 1.3 4.6 2.5 1.9 4.1 4.4 0.6 3.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.3 50.2 49.6 62.8 57.8 55.6 60.4 10.1 10.5 59.2 10.3 0.0 LnGrp LOS E D D EEEEBBEB Approach Vol, veh/h 496 459 1319 924 A Approach Delay, s/veh 52.7 58.3 14.9 12.5 Approach LOS D E B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.3 82.2 9.2 20.3 10.7 79.8 11.0 18.6 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 7.5 55.5 10.5 28.5 13.5 49.5 13.5 25.5 Max Q Clear Time (g_c+I1), s 3.4 14.6 4.9 10.7 6.2 11.3 6.4 11.8 Green Ext Time (p_c), s 0.0 8.4 0.1 1.6 0.2 6.0 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 26.3 HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 3.2-24 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)40 340 368 65 102 102 Future Volume (vph)40 340 368 65 102 102 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)195 125 0 0 Storage Lanes 1 1 1 1 Taper Length (ft) 120 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 30 Link Distance (ft)1502 2201 993 Travel Time (s)20.5 30.0 22.6 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)44 374 404 71 112 112 Shared Lane Traffic (%) Lane Group Flow (vph) 44 374 404 71 112 112 Turn Type Prot NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Detector Phase 526644 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.0 36.0 25.0 25.0 24.0 24.0 Total Split (%)18.3% 60.0% 41.7% 41.7% 40.0% 40.0% 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 Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Gerald Ford Dr. & Gateway 3.2-25 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 40 340 368 65 102 102 Future Volume (veh/h) 40 340 368 65 102 102 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1870 1870 1870 Adj Flow Rate, veh/h 44 374 404 71 112 112 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222 Cap, veh/h 77 1866 2077 641 579 515 Arrive On Green 0.04 0.52 0.41 0.41 0.32 0.32 Sat Flow, veh/h 1781 3647 5274 1575 1781 1585 Grp Volume(v), veh/h 44 374 404 71 112 112 Grp Sat Flow(s),veh/h/ln 1781 1777 1702 1575 1781 1585 Q Serve(g_s), s 1.5 3.4 3.1 1.7 2.7 3.1 Cycle Q Clear(g_c), s 1.5 3.4 3.1 1.7 2.7 3.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 77 1866 2077 641 579 515 V/C Ratio(X) 0.57 0.20 0.19 0.11 0.19 0.22 Avail Cap(c_a), veh/h 193 1866 2077 641 579 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.89 0.89 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 7.6 11.5 11.1 14.6 14.7 Incr Delay (d2), s/veh 5.8 0.2 0.2 0.3 0.7 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.9 0.9 0.5 1.1 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.9 7.8 11.7 11.4 15.3 15.7 LnGrp LOS C ABBBB Approach Vol, veh/h 418 475 224 Approach Delay, s/veh 10.5 11.6 15.5 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.0 24.0 7.1 28.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 19.5 6.5 20.5 Max Q Clear Time (g_c+I1), s 5.4 5.1 3.5 5.1 Green Ext Time (p_c), s 2.1 0.6 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B 3.2-26 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 3: Gerald Ford Dr. & Rembrandt Pkwy. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)37 441 405 37 18 22 Future Volume (vph)37 441 405 37 18 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)190 110 0 50 Storage Lanes 1 1 1 1 Taper Length (ft) 120 90 Link Speed (mph)50 50 30 Link Distance (ft)2201 915 430 Travel Time (s)30.0 12.5 9.8 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)39 464 426 39 19 23 Shared Lane Traffic (%) Lane Group Flow (vph) 39 464 426 39 19 23 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-27 HCM 6th TWSC Existing (2022) PM Peak Hour 3: Gerald Ford Dr. & Rembrandt Pkwy. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 37 441 405 37 18 22 Future Vol, veh/h 37 441 405 37 18 22 Conflicting Peds, #/hr 5 00555 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 190 - - 110 0 50 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 39 464 426 39 19 23 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 470 0 - 0 746 223 Stage 1 - - - - 431 - Stage 2 - - - - 315 - Critical Hdwy 5.34 - - - 6.29 7.14 Critical Hdwy Stg 1 - - - - 6.64 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 3.12 - - - 3.67 3.92 Pot Cap-1 Maneuver 700 - - - 380 665 Stage 1 - - - - 547 - Stage 2 - - - - 688 - Platoon blocked, % - - - Mov Cap-1 Maneuver 697 - - - 355 659 Mov Cap-2 Maneuver - - - - 355 - Stage 1 - - - - 514 - Stage 2 - - - - 685 - Approach EB WB SB HCM Control Delay, s 0.8 0 13 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)697 - - - 355 659 HCM Lane V/C Ratio 0.056 - - - 0.053 0.035 HCM Control Delay (s) 10.5 - - - 15.7 10.7 HCM Lane LOS B - - - C B HCM 95th %tile Q(veh) 0.2 - - - 0.2 0.1 3.2-28 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)4 320 124 33 312 115 121 282 51 138 244 9 Future Volume (vph)4 320 124 33 312 115 121 282 51 138 244 9 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 50 255 300 245 205 255 215 Storage Lanes 1 1 2 1 2 1 2 0 Taper Length (ft)90 120 120 110 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)658 1639 1684 1545 Travel Time (s)9.0 22.4 20.9 19.2 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)4 348 135 36 339 125 132 307 55 150 265 10 Shared Lane Traffic (%) Lane Group Flow (vph) 4 348 135 36 339 125 132 307 55 150 265 10 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 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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)15.0 42.0 42.0 16.0 43.0 43.0 24.0 36.0 36.0 26.0 38.0 38.0 Total Split (%)12.5% 35.0% 35.0% 13.3% 35.8% 35.8% 20.0% 30.0% 30.0% 21.7% 31.7% 31.7% 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 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 Lag Lead Lead Lag Lead Lead 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: 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: 4: Portola Rd. & Gerald Ford Dr. 3.2-29 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 4 320 124 33 312 115 121 282 51 138 244 9 Future Volume (veh/h) 4 320 124 33 312 115 121 282 51 138 244 9 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 4 348 135 36 339 0 132 307 55 150 265 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 99 475 210 101 546 190 3194 989 213 3228 Arrive On Green 0.06 0.13 0.13 0.01 0.04 0.00 0.11 1.00 1.00 0.06 0.63 0.00 Sat Flow, veh/h 1781 3554 1567 3456 5106 1585 3456 5106 1581 3456 5106 1585 Grp Volume(v), veh/h 4 348 135 36 339 0 132 307 55 150 265 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1567 1728 1702 1585 1728 1702 1581 1728 1702 1585 Q Serve(g_s), s 0.3 11.3 8.3 1.2 7.9 0.0 4.4 0.0 0.0 5.1 2.4 0.0 Cycle Q Clear(g_c), s 0.3 11.3 8.3 1.2 7.9 0.0 4.4 0.0 0.0 5.1 2.4 0.0 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 99 475 210 101 546 190 3194 989 213 3228 V/C Ratio(X)0.04 0.73 0.64 0.36 0.62 0.69 0.10 0.06 0.70 0.08 Avail Cap(c_a), veh/h 156 1111 490 331 1638 562 3194 989 619 3228 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.99 0.99 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.6 49.9 35.6 58.3 55.5 0.0 52.4 0.0 0.0 55.2 8.6 0.0 Incr Delay (d2), s/veh 0.2 2.2 3.3 2.1 1.1 0.0 4.5 0.1 0.1 4.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.0 3.3 0.6 3.5 0.0 1.9 0.0 0.0 2.3 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.8 52.1 38.9 60.4 56.6 0.0 56.9 0.1 0.1 59.4 8.6 0.0 LnGrp LOS D D D E E EAAEA Approach Vol, veh/h 487 375 A 494 415 A Approach Delay, s/veh 48.5 57.0 15.3 27.0 Approach LOS D E B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.9 79.6 8.0 20.5 11.1 80.4 11.2 17.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 31.5 11.5 37.5 19.5 33.5 10.5 38.5 Max Q Clear Time (g_c+I1), s 7.1 2.0 3.2 13.3 6.4 4.4 2.3 9.9 Green Ext Time (p_c), s 0.3 1.9 0.0 2.4 0.3 1.5 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 36.0 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 3.2-30 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)9 497 3 3 450 44 6 3 2 59 4 4 Future Volume (vph)9 497 3 3 450 44 6 3 2 59 4 4 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 140 150 120 0 130 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)90 100 90 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 40 30 30 Link Distance (ft)1639 1573 599 673 Travel Time (s)22.4 26.8 13.6 15.3 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)10 546 3 3 495 48 7 3 2 65 4 4 Shared Lane Traffic (%) Lane Group Flow (vph) 10 546 3 3 495 48 7 5 0 65 8 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 4 Detector Phase 52216688 44 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.0 27.0 27.0 10.0 27.0 27.0 23.0 23.0 23.0 23.0 Total Split (%)16.7% 45.0% 45.0% 16.7% 45.0% 45.0% 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 All-Red Time (s)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 Total Lost Time (s)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 Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 5: Pacific Av. & Gerald Ford Dr. 3.2-31 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 9 497 3 3 450 44 6 3 2 59 4 4 Future Volume (veh/h) 9 497 3 3 450 44 6 3 2 59 4 4 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 10 546 3 3 495 48 7 3 2 65 4 4 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 23 2362 731 7 2318 717 549 658 393 551 559 477 Arrive On Green 0.01 0.46 0.46 0.00 0.45 0.45 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 5106 1580 1781 5106 1580 1401 2135 1275 1404 1814 1546 Grp Volume(v), veh/h 10 546 3 3 495 48 7 2 3 65 4 4 Grp Sat Flow(s),veh/h/ln 1781 1702 1580 1781 1702 1580 1401 1777 1633 1404 1777 1583 Q Serve(g_s), s 0.3 3.9 0.1 0.1 3.5 1.0 0.2 0.1 0.1 2.0 0.1 0.1 Cycle Q Clear(g_c), s 0.3 3.9 0.1 0.1 3.5 1.0 0.3 0.1 0.1 2.1 0.1 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.78 1.00 0.98 Lane Grp Cap(c), veh/h 23 2362 731 7 2318 717 549 548 504 551 548 488 V/C Ratio(X) 0.44 0.23 0.00 0.41 0.21 0.07 0.01 0.00 0.01 0.12 0.01 0.01 Avail Cap(c_a), veh/h 163 2362 731 163 2318 717 549 548 504 551 548 488 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)0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.4 9.7 8.7 29.8 9.9 9.2 14.5 14.4 14.4 15.1 14.4 14.4 Incr Delay (d2), s/veh 10.3 0.2 0.0 33.7 0.2 0.2 0.0 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.1 0.0 0.1 1.1 0.3 0.1 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.7 9.9 8.7 63.5 10.1 9.4 14.5 14.4 14.4 15.5 14.4 14.4 LnGrp LOS D AAEBABBBBBB Approach Vol, veh/h 559 546 12 73 Approach Delay, s/veh 10.4 10.3 14.5 15.4 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.7 32.3 23.0 5.3 31.7 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 5.5 22.5 18.5 Max Q Clear Time (g_c+I1), s 2.1 5.9 4.1 2.3 5.5 2.3 Green Ext Time (p_c), s 0.0 3.0 0.1 0.0 3.0 0.0 Intersection Summary HCM 6th Ctrl Delay 10.7 HCM 6th LOS B 3.2-32 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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 11 6 405 37 46 15 36 69 12 46 Future Volume (vph)37 510 11 6 405 37 46 15 36 69 12 46 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 165 175 120 102 0 85 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)1634 919 541 642 Travel Time (s)27.9 15.7 10.5 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 12 7 445 41 51 16 40 76 13 51 Shared Lane Traffic (%) Lane Group Flow (vph) 41 560 12 7 445 41 51 16 40 76 64 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 74438822266 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 25.0 25.0 10.0 24.0 24.0 25.0 25.0 25.0 25.0 25.0 Total Split (%)18.3% 41.7% 41.7% 16.7% 40.0% 40.0% 41.7% 41.7% 41.7% 41.7% 41.7% 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 Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 6: Technology Dr. & Gerald Ford Dr. 3.2-33 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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 11 6 405 37 46 15 36 69 12 46 Future Volume (veh/h) 37 510 11 6 405 37 46 15 36 69 12 46 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 12 7 445 41 51 16 40 76 13 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 1003 307 16 839 256 857 1065 900 881 189 741 Arrive On Green 0.04 0.20 0.20 0.01 0.16 0.16 0.57 0.57 0.57 0.57 0.57 0.57 Sat Flow, veh/h 1781 5106 1565 1781 5106 1561 1335 1870 1581 1344 332 1301 Grp Volume(v), veh/h 41 560 12 7 445 41 51 16 40 76 0 64 Grp Sat Flow(s),veh/h/ln 1781 1702 1565 1781 1702 1561 1335 1870 1581 1344 0 1632 Q Serve(g_s), s 1.4 5.9 0.4 0.2 4.8 1.4 1.1 0.2 0.7 1.6 0.0 1.1 Cycle Q Clear(g_c), s 1.4 5.9 0.4 0.2 4.8 1.4 2.1 0.2 0.7 1.8 0.0 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 Lane Grp Cap(c), veh/h 73 1003 307 16 839 256 857 1065 900 881 0 929 V/C Ratio(X) 0.56 0.56 0.04 0.43 0.53 0.16 0.06 0.02 0.04 0.09 0.00 0.07 Avail Cap(c_a), veh/h 193 1745 535 163 1659 507 857 1065 900 881 0 929 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 21.8 19.5 29.6 23.0 21.5 6.3 5.6 5.7 6.0 0.0 5.8 Incr Delay (d2), s/veh 6.5 0.5 0.1 15.5 0.5 0.3 0.1 0.0 0.1 0.2 0.0 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 0.7 2.2 0.1 0.2 1.8 0.5 0.3 0.1 0.2 0.4 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.7 22.3 19.6 45.0 23.4 21.8 6.4 5.6 5.8 6.2 0.0 5.9 LnGrp LOS C C B D C C AAAAAA Approach Vol, veh/h 613 493 107 140 Approach Delay, s/veh 23.0 23.6 6.1 6.1 Approach LOS C C A A Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 38.7 5.1 16.3 38.7 7.0 14.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 5.5 20.5 20.5 6.5 19.5 Max Q Clear Time (g_c+I1), s 4.1 2.2 7.9 3.8 3.4 6.8 Green Ext Time (p_c), s 0.3 0.0 2.9 0.4 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 20.1 HCM 6th LOS C 3.2-34 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)919 837 1057 824 Travel Time (s)15.7 11.4 13.1 10.2 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: 7: Cook St. & Gerald Ford Dr. 3.2-35 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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 489 826 126 453 200 226 2638 817 223 2634 815 Arrive On Green 0.24 0.39 0.00 0.04 0.13 0.13 0.07 0.52 0.52 0.06 0.52 0.52 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 13.9 5.2 0.0 2.1 5.5 11.9 5.7 14.2 1.0 5.6 8.8 7.0 Cycle Q Clear(g_c), s 13.9 5.2 0.0 2.1 5.5 11.9 5.7 14.2 1.0 5.6 8.8 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 489 826 126 453 200 226 2638 817 223 2634 815 V/C Ratio(X)0.85 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 2638 817 360 2634 815 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)0.93 0.93 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 44.6 29.8 0.0 56.7 48.1 50.9 55.1 17.4 14.3 55.1 16.2 15.8 Incr Delay (d2), s/veh 5.3 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 5.6 2.1 0.0 0.9 2.4 5.1 2.5 5.1 0.4 2.5 3.2 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.0 30.0 0.0 59.7 48.6 61.5 59.6 17.9 14.3 59.8 16.4 16.3 LnGrp LOS D C E D EEBBEBB Approach Vol, veh/h 643 A 399 1198 1007 Approach Delay, s/veh 42.9 55.5 23.6 23.5 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.2 66.5 8.9 32.4 12.3 66.4 21.5 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 16.2 4.1 7.2 7.7 10.8 15.9 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 31.3 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 3.2-36 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)49 12 8 13 3 5 5 401 9 5 354 42 Future Volume (vph)49 12 8 13 3 5 5 401 9 5 354 42 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)125 0 145 100 165 165 165 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft)90 90 120 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)1533 463 3682 1684 Travel Time (s)34.8 10.5 45.6 20.9 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)53 13 9 14 3 5 5 436 10 5 385 46 Shared Lane Traffic (%) Lane Group Flow (vph) 53 22 0 14 3 5 5 436 10 5 431 0 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)30.0 37.0 18.0 25.0 25.0 17.0 48.0 48.0 17.0 48.0 Total Split (%)25.0% 30.8% 15.0% 20.8% 20.8% 14.2% 40.0% 40.0% 14.2% 40.0% Yellow Time (s)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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)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 Lead-Lag Optimize? 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 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: Portola Rd. & Julie Dr./College Dr. 3.2-37 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 49 12 8 13 3 5 5 401 9 5 354 42 Future Volume (veh/h) 49 12 8 13 3 5 5 401 9 5 354 42 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 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 53 13 9 14 3 5 5 436 10 5 385 46 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 69 75 52 28 94 78 11 3851 1192 11 3494 409 Arrive On Green 0.04 0.07 0.07 0.02 0.05 0.05 0.01 0.75 0.75 0.01 1.00 1.00 Sat Flow, veh/h 1781 1020 706 1781 1870 1538 1781 5106 1580 1781 4632 543 Grp Volume(v), veh/h 53 0 22 14 3 5 5 436 10 5 281 150 Grp Sat Flow(s),veh/h/ln 1781 0 1726 1781 1870 1538 1781 1702 1580 1781 1702 1771 Q Serve(g_s), s 3.5 0.0 1.4 0.9 0.2 0.4 0.3 2.8 0.2 0.3 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 1.4 0.9 0.2 0.4 0.3 2.8 0.2 0.3 0.0 0.0 Prop In Lane 1.00 0.41 1.00 1.00 1.00 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 69 0 127 28 94 78 11 3851 1192 11 2567 1335 V/C Ratio(X) 0.77 0.00 0.17 0.51 0.03 0.06 0.44 0.11 0.01 0.44 0.11 0.11 Avail Cap(c_a), veh/h 379 0 467 200 320 263 186 3851 1192 186 2567 1335 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 0.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 0.99 0.99 Uniform Delay (d), s/veh 57.1 0.0 52.1 58.6 54.2 54.3 59.4 4.0 3.6 59.0 0.0 0.0 Incr Delay (d2), s/veh 15.9 0.0 0.6 13.6 0.1 0.3 24.1 0.1 0.0 24.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 0.6 0.5 0.1 0.2 0.2 0.7 0.1 0.2 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 73.0 0.0 52.8 72.2 54.3 54.6 83.5 4.0 3.7 83.1 0.1 0.2 LnGrp LOS E A D E D D F A A F A A Approach Vol, veh/h 75 22 451 436 Approach Delay, s/veh 67.1 65.7 4.9 1.1 Approach LOS EEAA Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.3 95.0 6.4 13.4 5.3 95.0 9.2 10.6 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 12.5 43.5 13.5 32.5 12.5 43.5 25.5 20.5 Max Q Clear Time (g_c+I1), s 2.3 4.8 2.9 3.4 2.3 2.0 5.5 2.4 Green Ext Time (p_c), s 0.0 2.7 0.0 0.1 0.0 2.4 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A 3.2-38 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)12 573 82 90 354 13 130 390 100 67 280 28 Future Volume (vph)12 573 82 90 354 13 130 390 100 67 280 28 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)701 1558 512 3682 Travel Time (s)9.6 21.2 6.3 45.6 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)13 610 87 96 377 14 138 415 106 71 298 30 Shared Lane Traffic (%) Lane Group Flow (vph) 13 610 87 96 377 14 138 415 106 71 328 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 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 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 10.2 21.0 21.0 9.5 20.3 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 17.0% 35.0% 35.0% 15.8% 33.8% 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 0.5 1.0 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 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None 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: 60 Control Type: Actuated-Coordinated Splits and Phases: 9: Portola Av. & Frank Sinatra Dr. 3.2-39 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 12 573 82 90 354 13 130 390 100 67 280 28 Future Volume (veh/h) 12 573 82 90 354 13 130 390 100 67 280 28 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 13 610 87 96 377 14 138 415 106 71 298 30 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 29 796 353 123 983 436 169 1868 578 103 1552 153 Arrive On Green 0.02 0.22 0.22 0.07 0.28 0.28 0.09 0.37 0.37 0.06 0.33 0.33 Sat Flow, veh/h 1781 3554 1574 1781 3554 1576 1781 5106 1579 1781 4722 466 Grp Volume(v), veh/h 13 610 87 96 377 14 138 415 106 71 213 115 Grp Sat Flow(s),veh/h/ln 1781 1777 1574 1781 1777 1576 1781 1702 1579 1781 1702 1784 Q Serve(g_s), s 0.4 9.6 2.7 3.2 5.2 0.4 4.6 3.4 2.7 2.3 2.7 2.8 Cycle Q Clear(g_c), s 0.4 9.6 2.7 3.2 5.2 0.4 4.6 3.4 2.7 2.3 2.7 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.26 Lane Grp Cap(c), veh/h 29 796 353 123 983 436 169 1868 578 103 1119 586 V/C Ratio(X) 0.45 0.77 0.25 0.78 0.38 0.03 0.82 0.22 0.18 0.69 0.19 0.20 Avail Cap(c_a), veh/h 148 948 420 148 983 436 169 1868 578 148 1119 586 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.2 21.8 19.1 27.5 17.6 15.8 26.6 13.1 12.9 27.7 14.4 14.5 Incr Delay (d2), s/veh 10.5 3.2 0.4 19.5 0.2 0.0 25.6 0.3 0.7 7.9 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 3.7 0.9 1.9 1.8 0.1 2.9 1.0 0.9 1.1 0.9 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.8 25.0 19.5 47.0 17.8 15.9 52.2 13.4 13.6 35.7 14.8 15.2 LnGrp LOS D C B D B B D B B D B B Approach Vol, veh/h 710 487 659 399 Approach Delay, s/veh 24.6 23.5 21.6 18.6 Approach LOS C C C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 26.0 8.6 17.4 10.2 23.7 5.5 20.6 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 5.0 17.0 5.0 16.0 5.7 16.3 5.0 16.0 Max Q Clear Time (g_c+I1), s 4.3 5.4 5.2 11.6 6.6 4.8 2.4 7.2 Green Ext Time (p_c), s 0.0 2.1 0.0 1.6 0.0 1.3 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 22.4 HCM 6th LOS C 3.2-40 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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)36 741 168 177 531 121 163 445 170 72 377 50 Future Volume (vph)36 741 168 177 531 121 163 445 170 72 377 50 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)37 764 173 182 547 125 168 459 175 74 389 52 Shared Lane Traffic (%) Lane Group Flow (vph) 37 764 173 182 547 125 168 459 175 74 389 52 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 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)11.3 41.0 41.0 27.0 56.7 56.7 26.0 36.9 36.9 15.1 26.0 26.0 Total Split (%)9.4% 34.2% 34.2% 22.5% 47.3% 47.3% 21.7% 30.8% 30.8% 12.6% 21.7% 21.7% 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 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 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 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 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: 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: 10: Portola Av. & Country Club Dr. 3.2-41 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 36 741 168 177 531 121 163 445 170 72 377 50 Future Volume (veh/h) 36 741 168 177 531 121 163 445 170 72 377 50 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 37 764 173 182 547 125 168 459 175 74 389 52 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 53 899 399 212 1217 541 198 1539 684 95 1334 593 Arrive On Green 0.03 0.25 0.25 0.12 0.34 0.34 0.11 0.43 0.43 0.05 0.38 0.38 Sat Flow, veh/h 1781 3554 1576 1781 3554 1578 1781 3554 1580 1781 3554 1579 Grp Volume(v), veh/h 37 764 173 182 547 125 168 459 175 74 389 52 Grp Sat Flow(s),veh/h/ln 1781 1777 1576 1781 1777 1578 1781 1777 1580 1781 1777 1579 Q Serve(g_s), s 2.5 24.5 11.1 12.0 14.4 6.8 11.1 10.1 8.5 4.9 9.2 2.6 Cycle Q Clear(g_c), s 2.5 24.5 11.1 12.0 14.4 6.8 11.1 10.1 8.5 4.9 9.2 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 53 899 399 212 1217 541 198 1539 684 95 1334 593 V/C Ratio(X) 0.70 0.85 0.43 0.86 0.45 0.23 0.85 0.30 0.26 0.78 0.29 0.09 Avail Cap(c_a), veh/h 101 1096 486 334 1561 693 319 1539 684 157 1334 593 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 42.6 37.6 51.9 30.7 28.2 52.4 22.1 21.7 56.1 26.3 24.2 Incr Delay (d2), s/veh 15.7 5.5 0.7 12.4 0.3 0.2 11.4 0.5 0.9 13.1 0.6 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 1.3 11.0 4.2 5.9 5.9 2.5 5.4 4.0 3.1 2.5 3.8 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 73.4 48.1 38.3 64.2 30.9 28.4 63.8 22.6 22.6 69.2 26.8 24.5 LnGrp LOS E D D E C C E C C E C C Approach Vol, veh/h 974 854 802 515 Approach Delay, s/veh 47.4 37.6 31.2 32.7 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 56.0 18.8 34.4 17.8 49.0 8.0 45.1 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 10.6 32.9 22.5 37.0 21.5 22.0 6.8 52.7 Max Q Clear Time (g_c+I1), s 6.9 12.1 14.0 26.5 13.1 11.2 4.5 16.4 Green Ext Time (p_c), s 0.0 3.1 0.3 3.8 0.2 1.7 0.0 3.9 Intersection Summary HCM 6th Ctrl Delay 38.2 HCM 6th LOS D 3.2-42 Lanes, Volumes, Timings Existing (2022) PM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 503 276 256 42 336 571 295 936 28 306 693 317 Future Volume (vph) 503 276 256 42 336 571 295 936 28 306 693 317 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)285 190 160 180 255 0 170 240 Storage Lanes 2 0 2 1 2 0 2 1 Taper Length (ft)120 120 170 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 55 55 Link Distance (ft)738 1225 3625 489 Travel Time (s)11.2 18.6 44.9 6.1 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)519 285 264 43 346 589 304 965 29 315 714 327 Shared Lane Traffic (%) Lane Group Flow (vph) 519 285 264 43 346 589 304 994 0 315 714 327 Turn Type Prot NA Perm Prot NA Free Prot NA Prot NA Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free Free Detector Phase 74438 52 16 Switch Phase Minimum Initial (s)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 9.5 22.5 9.5 22.5 Total Split (s)33.0 47.0 47.0 10.0 24.0 23.0 40.0 23.0 40.0 Total Split (%)27.5% 39.2% 39.2% 8.3% 20.0% 19.2% 33.3% 19.2% 33.3% Yellow Time (s)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 Lost Time Adjust (s) 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 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None 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: 75 Control Type: Actuated-Coordinated Splits and Phases: 11: Monterey Av. & Dinah Shore Dr. 3.2-43 HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\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) 503 276 256 42 336 571 295 936 28 306 693 317 Future Volume (veh/h) 503 276 256 42 336 571 295 936 28 306 693 317 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 519 285 264 43 346 0 304 965 29 315 714 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 600 945 419 110 441 370 2251 68 381 2273 Arrive On Green 0.17 0.27 0.27 0.03 0.12 0.00 0.11 0.44 0.44 0.11 0.45 0.00 Sat Flow, veh/h 3456 3554 1576 3456 3554 1585 3456 5093 153 3456 5106 1585 Grp Volume(v), veh/h 519 285 264 43 346 0 304 645 349 315 714 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1576 1728 1777 1585 1728 1702 1842 1728 1702 1585 Q Serve(g_s), s 17.5 7.7 17.7 1.5 11.3 0.0 10.3 15.6 15.7 10.7 10.8 0.0 Cycle Q Clear(g_c), s 17.5 7.7 17.7 1.5 11.3 0.0 10.3 15.6 15.7 10.7 10.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 1.00 Lane Grp Cap(c), veh/h 600 945 419 110 441 370 1504 814 381 2273 V/C Ratio(X)0.87 0.30 0.63 0.39 0.78 0.82 0.43 0.43 0.83 0.31 Avail Cap(c_a), veh/h 821 1259 558 158 577 533 1504 814 533 2273 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 48.2 35.1 38.8 57.0 51.0 0.0 52.4 23.0 23.1 52.3 21.5 0.0 Incr Delay (d2), s/veh 7.3 0.2 1.6 2.3 5.2 0.0 6.7 0.9 1.7 7.4 0.4 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 7.9 3.3 6.8 0.7 5.2 0.0 4.6 6.0 6.7 4.8 4.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.5 35.3 40.4 59.2 56.2 0.0 59.2 23.9 24.7 59.7 21.8 0.0 LnGrp LOS E D D E E E C C E C Approach Vol, veh/h 1068 389 A 1298 1029 A Approach Delay, s/veh 46.4 56.5 32.4 33.4 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.7 57.5 8.3 36.4 17.4 57.9 25.3 19.4 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 18.5 35.5 5.5 42.5 18.5 35.5 28.5 19.5 Max Q Clear Time (g_c+I1), s 12.7 17.7 3.5 19.7 12.3 12.8 19.5 13.3 Green Ext Time (p_c), s 0.5 5.3 0.0 2.5 0.5 4.3 1.3 1.0 Intersection Summary HCM 6th Ctrl Delay 39.1 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 3.2-44 Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx APPENDIX 3.3: TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS    Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2022) AM PEAK HOUR WARRANTS Major Street Name =Gerald Ford Dr.Total of Both Approaches (VPH) =906 Number of Approach Lanes Major Street =2 Minor Street Name =Rembrandt Pkwy.High Volume Approach (VPH) =85 Number of Approach Lanes Minor Street =1 Intersection ID: #3 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 90 6 85 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 Mi n o r S t r e e t - H i g h e r - V o lu 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\14702\Warrants\01 - Existing\03R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2022) PM PEAK HOUR WARRANTS Major Street Name =Gerald Ford Dr.Total of Both Approaches (VPH) =920 Number of Approach Lanes Major Street =2 Minor Street Name =Rembrandt Pkwy.High Volume Approach (VPH) =40 Number of Approach Lanes Minor Street =1 Intersection ID: #3 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 92 0 40 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 Mi n o r S t r e e t - H i g h e r - V o lu 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\14702\Warrants\01 - Existing\03R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAP AM PEAK HOUR WARRANTS Major Street Name =Gerald Ford Dr.Total of Both Approaches (VPH) =1,079 Number of Approach Lanes Major Street =2 Minor Street Name =Rembrandt Pkwy.High Volume Approach (VPH) =221 Number of Approach Lanes Minor Street =1 Intersection ID: #3 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 10 7 9 221 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 Mi n o r S t r e e t - H i g h e r - V o lu 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\14702\Warrants\02 - EAP\03R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-3 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAP PM PEAK HOUR WARRANTS Major Street Name =Gerald Ford Dr.Total of Both Approaches (VPH) =1,250 Number of Approach Lanes Major Street =2 Minor Street Name =Rembrandt Pkwy.High Volume Approach (VPH) =145 Number of Approach Lanes Minor Street =1 Intersection ID: #3 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 12 5 0 145 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 Mi n o r S t r e e t - H i g h e r - V o lu 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\14702\Warrants\02 - EAP\03R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-4 California MUTCD (FHWA's MUTCD 2012, 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:Palm Desert CHK DATE Major Street:Gerald Ford Dr.Critical Approach Speed (Major) 35 mph Minor Street:Rembrandt Pkwy.Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =14,966 vpd Minor Street Future ADT =2,181 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 14,966 1 2,181 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 14,966 1 2,181 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 91% 100% 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 JC 05/31/22 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements F:\UXRjobs\_14600-15000\14702\Warrants\Daily.xlsx\03_EAP 3.3-5 Vitalia/Refuge Palm Desert Residential Traffic Analysis   14702-03 TA Report.docx This Page Intentionally Left Blank    Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx APPENDIX 5.1: EAP (2027) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS    Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx This Page Intentionally Left Blank    Lanes, Volumes, Timings EAP (2027) AM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)94 275 147 134 417 114 105 617 33 60 1081 103 Future Volume (vph)94 275 147 134 417 114 105 617 33 60 1081 103 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 165 190 210 200 0 200 315 Storage Lanes 2 1 2 0 2 0 2 1 Taper Length (ft)90 140 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)511 1502 732 1716 Travel Time (s)7.0 20.5 9.1 21.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph)108 316 169 154 479 131 121 709 38 69 1243 118 Shared Lane Traffic (%) Lane Group Flow (vph) 108 316 169 154 479 131 121 747 0 69 1243 118 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 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 9.5 22.5 9.5 22.5 22.5 Total Split (s)15.0 32.0 32.0 18.0 35.0 35.0 16.0 58.0 12.0 54.0 54.0 Total Split (%)12.5% 26.7% 26.7% 15.0% 29.2% 29.2% 13.3% 48.3% 10.0% 45.0% 45.0% 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 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: 65 Control Type: Actuated-Coordinated Splits and Phases: 1: Monterey Av. & Gerald Ford Dr. 5.1-1 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 275 147 134 417 114 105 617 33 60 1081 103 Future Volume (veh/h) 94 275 147 134 417 114 105 617 33 60 1081 103 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 108 316 169 154 479 131 121 709 38 69 1243 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 162 554 245 215 609 269 177 2948 157 130 2964 Arrive On Green 0.05 0.16 0.16 0.02 0.06 0.06 0.05 0.59 0.59 0.04 0.58 0.00 Sat Flow, veh/h 3456 3554 1570 3456 3554 1571 3456 4961 265 3456 5106 1585 Grp Volume(v), veh/h 108 316 169 154 479 131 121 486 261 69 1243 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1570 1728 1777 1571 1728 1702 1822 1728 1702 1585 Q Serve(g_s), s 3.7 9.9 12.2 5.3 16.0 9.7 4.1 8.1 8.2 2.4 16.2 0.0 Cycle Q Clear(g_c), s 3.7 9.9 12.2 5.3 16.0 9.7 4.1 8.1 8.2 2.4 16.2 0.0 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 162 554 245 215 609 269 177 2023 1083 130 2964 V/C Ratio(X) 0.67 0.57 0.69 0.71 0.79 0.49 0.68 0.24 0.24 0.53 0.42 Avail Cap(c_a), veh/h 302 814 360 389 903 399 331 2023 1083 216 2964 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.3 46.9 47.9 57.7 54.4 51.5 56.0 11.5 11.5 56.7 14.0 0.0 Incr Delay (d2), s/veh 4.6 0.9 3.5 4.2 2.7 1.3 4.6 0.3 0.5 3.4 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 4.3 4.8 2.4 7.8 4.0 1.8 2.8 3.1 1.0 5.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.9 47.8 51.4 61.9 57.1 52.8 60.6 11.8 12.1 60.1 14.4 0.0 LnGrp LOS E D D E E D EBBEB Approach Vol, veh/h 593 764 868 1312 A Approach Delay, s/veh 51.2 57.3 18.7 16.8 Approach LOS D E B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.0 75.8 12.0 23.2 10.7 74.2 10.1 25.1 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 7.5 53.5 13.5 27.5 11.5 49.5 10.5 30.5 Max Q Clear Time (g_c+I1), s 4.4 10.2 7.3 14.2 6.1 18.2 5.7 18.0 Green Ext Time (p_c), s 0.0 4.5 0.2 1.9 0.1 9.1 0.1 2.6 Intersection Summary HCM 6th Ctrl Delay 31.8 HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 5.1-2 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)25 343 647 110 126 30 Future Volume (vph)25 343 647 110 126 30 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)195 125 0 0 Storage Lanes 1 1 1 1 Taper Length (ft) 120 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 30 Link Distance (ft)1502 2201 993 Travel Time (s)20.5 30.0 22.6 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)28 385 727 124 142 34 Shared Lane Traffic (%) Lane Group Flow (vph) 28 385 727 124 142 34 Turn Type Prot NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Detector Phase 526644 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.0 36.0 26.0 26.0 24.0 24.0 Total Split (%)16.7% 60.0% 43.3% 43.3% 40.0% 40.0% 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 Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Gerald Ford Dr. & Gateway 5.1-3 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 25 343 647 110 126 30 Future Volume (veh/h) 25 343 647 110 126 30 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1870 1870 1870 Adj Flow Rate, veh/h 28 385 727 124 142 34 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222 Cap, veh/h 55 1866 2139 660 579 515 Arrive On Green 0.03 0.52 0.42 0.42 0.32 0.32 Sat Flow, veh/h 1781 3647 5274 1576 1781 1585 Grp Volume(v), veh/h 28 385 727 124 142 34 Grp Sat Flow(s),veh/h/ln 1781 1777 1702 1576 1781 1585 Q Serve(g_s), s 0.9 3.5 5.8 3.0 3.5 0.9 Cycle Q Clear(g_c), s 0.9 3.5 5.8 3.0 3.5 0.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 55 1866 2139 660 579 515 V/C Ratio(X) 0.51 0.21 0.34 0.19 0.25 0.07 Avail Cap(c_a), veh/h 163 1866 2139 660 579 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.87 0.87 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 7.6 11.8 11.0 14.9 14.0 Incr Delay (d2), s/veh 6.1 0.2 0.4 0.6 1.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.9 1.8 0.9 1.5 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.7 7.8 12.2 11.6 15.9 14.2 LnGrp LOS C ABBBB Approach Vol, veh/h 413 851 176 Approach Delay, s/veh 9.6 12.2 15.5 Approach LOS A B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.0 24.0 6.4 29.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 19.5 5.5 21.5 Max Q Clear Time (g_c+I1), s 5.5 5.5 2.9 7.8 Green Ext Time (p_c), s 2.2 0.4 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B 5.1-4 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)18 363 46 33 595 24 127 2 92 50 1 44 Future Volume (vph)18 363 46 33 595 24 127 2 92 50 1 44 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)190 0 150 110 0 150 0 50 Storage Lanes 1 0 1 1 0 1 0 1 Taper Length (ft)120 90 90 90 Link Speed (mph)50 50 30 30 Link Distance (ft)2201 915 434 430 Travel Time (s)30.0 12.5 9.9 9.8 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)20 408 52 37 669 27 143 2 103 56 1 49 Shared Lane Traffic (%) Lane Group Flow (vph) 20 460 0 37 669 27 0 145 103 0 57 49 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-5 HCM 6th TWSC EAP (2027) AM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 6.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 363 46 33 595 24 127 2 92 50 1 44 Future Vol, veh/h 18 363 46 33 595 24 127 2 92 50 1 44 Conflicting Peds, #/hr 5 00005000505 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 190 - - 150 - 110 - - 150 - - 50 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 20 408 52 37 669 27 143 2 103 56 1 49 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 701 0 0 460 0 0 821 1249 235 998 1248 345 Stage 1 ------474474-748748- Stage 2 ------347775-250500- Critical Hdwy 5.34 - - 4.14 - - 6.99 6.54 6.94 6.99 6.54 7.14 Critical Hdwy Stg 1 ------6.54 5.54 - 7.34 5.54 - Critical Hdwy Stg 2 ------6.74 5.54 - 6.54 5.54 - Follow-up Hdwy 3.12 - - 2.22 - - 3.67 4.02 3.32 3.67 4.02 3.92 Pot Cap-1 Maneuver 544 - - 1097 - - 294 172 767 225 172 556 Stage 1 ------523556-305418- Stage 2 ------608406-706541- Platoon blocked, % - - - - Mov Cap-1 Maneuver 541 - - 1097 - - 251 159 763 180 159 551 Mov Cap-2 Maneuver ------251159-180159- Stage 1 ------504535-292402- Stage 2 ------531390-583521- Approach EB WB NB SB HCM Control Delay, s 0.5 0.4 26.4 24 HCM LOS D C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)249 763 541 - - 1097 - - 180 551 HCM Lane V/C Ratio 0.582 0.135 0.037 - - 0.034 - - 0.318 0.09 HCM Control Delay (s) 37.8 10.5 11.9 - - 8.4 - - 34.1 12.2 HCM Lane LOS E B B - - A - - D B HCM 95th %tile Q(veh) 3.3 0.5 0.1 - - 0.1 - - 1.3 0.3 5.1-6 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr.With Improvements Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\102 - Existing Lanes WP_IMP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)18 363 46 33 595 24 127 2 92 50 1 44 Future Volume (vph)18 363 46 33 595 24 127 2 92 50 1 44 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)190 0 150 110 0 150 0 50 Storage Lanes 1 0 1 1 0 1 0 1 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 30 30 Link Distance (ft)2201 915 434 430 Travel Time (s)30.0 12.5 9.9 9.8 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)20 408 52 37 669 27 143 2 103 56 1 49 Shared Lane Traffic (%) Lane Group Flow (vph) 20 460 0 37 669 27 0 145 103 0 57 49 Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 6 8 8 4 4 Detector Phase 5 2 166888444 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 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.0 25.0 11.0 26.0 26.0 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (%)16.7% 41.7% 18.3% 43.3% 43.3% 40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 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 Total Lost Time (s)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 Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. 5.1-7 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr.With Improvements Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\102 - Existing Lanes WP_IMP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 363 46 33 595 24 127 2 92 50 1 44 Future Volume (veh/h) 18 363 46 33 595 24 127 2 92 50 1 44 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 20 408 52 37 669 27 143 2 103 56 1 49 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 42 1305 165 68 2177 672 119 1 515 119 1 513 Arrive On Green 0.02 0.28 0.28 0.04 0.43 0.43 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1781 3170 402 1781 5106 1576 0 3 1585 0 3 1578 Grp Volume(v), veh/h 20 228 232 37 669 27 145 0 103 57 0 49 Grp Sat Flow(s),veh/h/ln 1781 1777 1795 1781 1702 1576 3 0 1585 3 0 1578 Q Serve(g_s), s 0.7 6.1 6.2 1.2 5.2 0.6 0.0 0.0 2.8 0.0 0.0 1.3 Cycle Q Clear(g_c), s 0.7 6.1 6.2 1.2 5.2 0.6 19.5 0.0 2.8 19.5 0.0 1.3 Prop In Lane 1.00 0.22 1.00 1.00 0.99 1.00 0.98 1.00 Lane Grp Cap(c), veh/h 42 731 739 68 2177 672 120 0 515 120 0 513 V/C Ratio(X) 0.48 0.31 0.31 0.54 0.31 0.04 1.21 0.00 0.20 0.47 0.00 0.10 Avail Cap(c_a), veh/h 163 731 739 193 2177 672 120 0 515 120 0 513 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.98 0.98 0.98 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.2 15.0 15.0 28.3 11.4 10.0 29.9 0.0 14.6 29.6 0.0 14.1 Incr Delay (d2), s/veh 7.9 1.1 1.1 6.5 0.4 0.1 148.4 0.0 0.9 12.9 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.2 2.3 0.6 1.6 0.2 6.6 0.0 1.0 1.2 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.1 16.1 16.1 34.8 11.7 10.2 178.3 0.0 15.5 42.5 0.0 14.5 LnGrp LOS D B B C B B F A B D A B Approach Vol, veh/h 480 733 248 106 Approach Delay, s/veh 17.0 12.8 110.7 29.5 Approach LOS B B F C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.8 29.2 24.0 5.9 30.1 24.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 20.5 19.5 5.5 21.5 19.5 Max Q Clear Time (g_c+I1), s 3.2 8.2 21.5 2.7 7.2 21.5 Green Ext Time (p_c), s 0.0 1.9 0.0 0.0 3.5 0.0 Intersection Summary HCM 6th Ctrl Delay 30.7 HCM 6th LOS C 5.1-8 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)7 339 170 37 540 178 110 270 43 83 243 2 Future Volume (vph)7 339 170 37 540 178 110 270 43 83 243 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 50 255 300 245 205 255 215 Storage Lanes 1 1 2 1 2 1 2 0 Taper Length (ft)90 120 120 110 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)658 1639 1684 1545 Travel Time (s)9.0 22.4 20.9 19.2 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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)8 399 200 44 635 209 129 318 51 98 286 2 Shared Lane Traffic (%) Lane Group Flow (vph) 8 399 200 44 635 209 129 318 51 98 286 2 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 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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)14.0 47.0 47.0 15.0 48.0 48.0 23.0 38.0 38.0 20.0 35.0 35.0 Total Split (%)11.7% 39.2% 39.2% 12.5% 40.0% 40.0% 19.2% 31.7% 31.7% 16.7% 29.2% 29.2% 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 Lag Lead Lead Lag Lead Lead 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: 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: 4: Portola Rd. & Gerald Ford Dr. 5.1-9 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 7 339 170 37 540 178 110 270 43 83 243 2 Future Volume (veh/h) 7 339 170 37 540 178 110 270 43 83 243 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 8 399 200 44 635 0 129 318 51 98 286 0 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 Percent Heavy Veh, %222222222222 Cap, veh/h 23 531 235 111 860 187 3188 987 152 3137 Arrive On Green 0.01 0.15 0.15 0.03 0.17 0.00 0.11 1.00 1.00 0.04 0.61 0.00 Sat Flow, veh/h 1781 3554 1569 3456 5106 1585 3456 5106 1581 3456 5106 1585 Grp Volume(v), veh/h 8 399 200 44 635 0 129 318 51 98 286 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1569 1728 1702 1585 1728 1702 1581 1728 1702 1585 Q Serve(g_s), s 0.5 12.9 12.6 1.5 14.2 0.0 4.3 0.0 0.0 3.3 2.7 0.0 Cycle Q Clear(g_c), s 0.5 12.9 12.6 1.5 14.2 0.0 4.3 0.0 0.0 3.3 2.7 0.0 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 23 531 235 111 860 187 3188 987 152 3137 V/C Ratio(X)0.34 0.75 0.85 0.40 0.74 0.69 0.10 0.05 0.64 0.09 Avail Cap(c_a), veh/h 141 1259 556 302 1851 533 3188 987 446 3137 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 0.95 0.95 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 58.7 48.9 35.8 56.9 47.4 0.0 52.5 0.0 0.0 56.4 9.5 0.0 Incr Delay (d2), s/veh 8.3 2.2 8.5 2.2 1.2 0.0 4.5 0.1 0.1 4.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.7 5.2 0.7 5.9 0.0 1.9 0.0 0.0 1.5 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.0 51.1 44.3 59.1 48.6 0.0 57.1 0.1 0.1 60.9 9.5 0.0 LnGrp LOS E D D E D EAAEA Approach Vol, veh/h 607 679 A 498 384 A Approach Delay, s/veh 49.0 49.3 14.8 22.6 Approach LOS D D B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.8 79.4 8.3 22.4 11.0 78.2 6.1 24.7 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 15.5 33.5 10.5 42.5 18.5 30.5 9.5 43.5 Max Q Clear Time (g_c+I1), s 5.3 2.0 3.5 14.9 6.3 4.7 2.5 16.2 Green Ext Time (p_c), s 0.2 2.0 0.0 3.0 0.3 1.6 0.0 4.0 Intersection Summary HCM 6th Ctrl Delay 36.6 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 5.1-10 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 458 6 11 732 23 6 7 3 40 3 17 Future Volume (vph)1 458 6 11 732 23 6 7 3 40 3 17 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 140 150 120 0 130 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)90 100 90 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 40 30 30 Link Distance (ft)1639 1573 599 673 Travel Time (s)22.4 26.8 13.6 15.3 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)1 552 7 13 882 28 7 8 4 48 4 20 Shared Lane Traffic (%) Lane Group Flow (vph) 1 552 7 13 882 28 7 12 0 48 24 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 4 Detector Phase 52216688 44 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.0 27.0 27.0 10.0 27.0 27.0 23.0 23.0 23.0 23.0 Total Split (%)16.7% 45.0% 45.0% 16.7% 45.0% 45.0% 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 All-Red Time (s)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 Total Lost Time (s)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 Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 5: Pacific Av. & Gerald Ford Dr. 5.1-11 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 458 6 11 732 23 6 7 3 40 3 17 Future Volume (veh/h) 1 458 6 11 732 23 6 7 3 40 3 17 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 1 552 7 13 882 28 7 8 4 48 4 20 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 3 2300 712 29 2376 735 533 727 335 547 548 486 Arrive On Green 0.00 0.15 0.15 0.02 0.47 0.47 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 5106 1580 1781 5106 1580 1381 2359 1086 1396 1777 1577 Grp Volume(v), veh/h 1 552 7 13 882 28 7 6 6 48 4 20 Grp Sat Flow(s),veh/h/ln 1781 1702 1580 1781 1702 1580 1381 1777 1669 1396 1777 1577 Q Serve(g_s), s 0.0 5.7 0.2 0.4 6.7 0.6 0.2 0.1 0.2 1.5 0.1 0.5 Cycle Q Clear(g_c), s 0.0 5.7 0.2 0.4 6.7 0.6 0.7 0.1 0.2 1.6 0.1 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.65 1.00 1.00 Lane Grp Cap(c), veh/h 3 2300 712 29 2376 735 533 548 514 547 548 486 V/C Ratio(X) 0.34 0.24 0.01 0.45 0.37 0.04 0.01 0.01 0.01 0.09 0.01 0.04 Avail Cap(c_a), veh/h 163 2300 712 163 2376 735 533 548 514 547 548 486 HCM Platoon Ratio 0.33 0.33 0.33 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 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 16.5 14.1 29.2 10.4 8.7 14.8 14.4 14.4 15.0 14.4 14.5 Incr Delay (d2), s/veh 46.6 0.2 0.0 10.5 0.4 0.1 0.0 0.0 0.0 0.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.9 0.1 0.3 2.1 0.2 0.1 0.1 0.1 0.5 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.6 16.7 14.2 39.8 10.8 8.8 14.8 14.4 14.4 15.3 14.4 14.7 LnGrp LOS E B B D BABBBBBB Approach Vol, veh/h 560 923 19 72 Approach Delay, s/veh 16.7 11.2 14.6 15.1 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.5 31.5 23.0 4.6 32.4 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 5.5 22.5 18.5 Max Q Clear Time (g_c+I1), s 2.4 7.7 3.6 2.0 8.7 2.7 Green Ext Time (p_c), s 0.0 2.9 0.2 0.0 4.9 0.0 Intersection Summary HCM 6th Ctrl Delay 13.4 HCM 6th LOS B 5.1-12 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)41 412 48 15 705 46 24 24 21 66 19 38 Future Volume (vph)41 412 48 15 705 46 24 24 21 66 19 38 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 165 175 120 102 0 85 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)1634 919 541 642 Travel Time (s)27.9 15.7 10.5 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)49 496 58 18 849 55 29 29 25 80 23 46 Shared Lane Traffic (%) Lane Group Flow (vph) 49 496 58 18 849 55 29 29 25 80 69 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 74438822266 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 25.0 25.0 10.0 24.0 24.0 25.0 25.0 25.0 25.0 25.0 Total Split (%)18.3% 41.7% 41.7% 16.7% 40.0% 40.0% 41.7% 41.7% 41.7% 41.7% 41.7% 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 Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 6: Technology Dr. & Gerald Ford Dr. 5.1-13 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 412 48 15 705 46 24 24 21 66 19 38 Future Volume (veh/h) 41 412 48 15 705 46 24 24 21 66 19 38 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 49 496 58 18 849 55 29 29 25 80 23 46 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 83 909 278 201 1247 383 734 906 765 761 269 538 Arrive On Green 0.05 0.18 0.18 0.15 0.32 0.32 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 1781 5106 1563 1781 5106 1569 1328 1870 1580 1346 555 1111 Grp Volume(v), veh/h 49 496 58 18 849 55 29 29 25 80 0 69 Grp Sat Flow(s),veh/h/ln 1781 1702 1563 1781 1702 1569 1328 1870 1580 1346 0 1666 Q Serve(g_s), s 1.6 5.3 1.9 0.5 8.6 1.5 0.7 0.5 0.5 2.0 0.0 1.3 Cycle Q Clear(g_c), s 1.6 5.3 1.9 0.5 8.6 1.5 2.1 0.5 0.5 2.5 0.0 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 Lane Grp Cap(c), veh/h 83 909 278 201 1247 383 734 906 765 761 0 807 V/C Ratio(X) 0.59 0.55 0.21 0.09 0.68 0.14 0.04 0.03 0.03 0.11 0.00 0.09 Avail Cap(c_a), veh/h 193 1745 534 201 1659 510 734 906 765 761 0 807 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 0.82 0.82 0.82 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.0 22.4 21.0 22.9 18.2 15.8 8.9 8.1 8.1 8.8 0.0 8.3 Incr Delay (d2), s/veh 6.6 0.5 0.4 0.2 0.6 0.1 0.1 0.1 0.1 0.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 1.9 0.7 0.2 2.8 0.5 0.2 0.2 0.2 0.5 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.6 23.0 21.4 23.0 18.8 16.0 9.0 8.2 8.2 9.0 0.0 8.5 LnGrp LOS CCCC BBAAAAAA Approach Vol, veh/h 603 922 83 149 Approach Delay, s/veh 23.8 18.7 8.5 8.8 Approach LOS C B A A Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 33.6 11.3 15.2 33.6 7.3 19.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 5.5 20.5 20.5 6.5 19.5 Max Q Clear Time (g_c+I1), s 4.1 2.5 7.3 4.5 3.6 10.6 Green Ext Time (p_c), s 0.2 0.0 2.7 0.5 0.0 3.7 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B 5.1-14 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 278 127 121 32 251 126 133 547 31 183 1433 392 Future Volume (vph) 278 127 121 32 251 126 133 547 31 183 1433 392 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)919 837 1057 824 Travel Time (s)15.7 11.4 13.1 10.2 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)331 151 144 38 299 150 158 651 37 218 1706 467 Shared Lane Traffic (%) Lane Group Flow (vph) 331 151 144 38 299 150 158 651 37 218 1706 467 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 36.5 9.5 23.0 23.0 15.0 56.0 56.0 18.0 59.0 59.0 Total Split (%)19.2% 30.4% 7.9% 19.2% 19.2% 12.5% 46.7% 46.7% 15.0% 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: 80 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & Gerald Ford Dr. 5.1-15 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 278 127 121 32 251 126 133 547 31 183 1433 392 Future Volume (veh/h) 278 127 121 32 251 126 133 547 31 183 1433 392 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 331 151 0 38 299 150 158 651 37 218 1706 467 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 397 740 103 438 193 215 2713 840 278 2807 869 Arrive On Green 0.11 0.21 0.00 0.03 0.12 0.12 0.06 0.53 0.53 0.08 0.55 0.55 Sat Flow, veh/h 3456 3554 1585 3456 3554 1566 3456 5106 1581 3456 5106 1581 Grp Volume(v), veh/h 331 151 0 38 299 150 158 651 37 218 1706 467 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1566 1728 1702 1581 1728 1702 1581 Q Serve(g_s), s 11.3 4.2 0.0 1.3 9.7 11.1 5.4 8.2 1.3 7.4 27.1 22.7 Cycle Q Clear(g_c), s 11.3 4.2 0.0 1.3 9.7 11.1 5.4 8.2 1.3 7.4 27.1 22.7 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 397 740 103 438 193 215 2713 840 278 2807 869 V/C Ratio(X)0.83 0.20 0.37 0.68 0.78 0.73 0.24 0.04 0.78 0.61 0.54 Avail Cap(c_a), veh/h 533 948 144 548 241 302 2713 840 389 2807 869 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)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 52.0 39.3 0.0 57.1 50.4 51.0 55.3 15.1 13.5 54.1 18.3 17.3 Incr Delay (d2), s/veh 8.1 0.1 0.0 2.2 2.5 11.9 5.5 0.2 0.1 6.8 1.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 1.8 0.0 0.6 4.3 4.9 2.4 2.9 0.5 3.4 9.7 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.1 39.4 0.0 59.3 52.9 62.9 60.8 15.3 13.6 60.9 19.3 19.7 LnGrp LOS E D E D EEBBEBB Approach Vol, veh/h 482 A 487 846 2391 Approach Delay, s/veh 53.6 56.5 23.7 23.1 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.2 68.3 8.1 29.5 12.0 70.5 18.3 19.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 51.5 5.0 32.0 10.5 54.5 18.5 18.5 Max Q Clear Time (g_c+I1), s 9.4 10.2 3.3 6.2 7.4 29.1 13.3 13.1 Green Ext Time (p_c), s 0.2 4.3 0.0 0.8 0.1 15.0 0.5 1.0 Intersection Summary HCM 6th Ctrl Delay 30.6 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 5.1-16 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)48 54 107 6 19 8 38 438 19 10 402 38 Future Volume (vph)48 54 107 6 19 8 38 438 19 10 402 38 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)125 60 145 100 165 165 165 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft)90 90 120 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)1594 463 3682 1684 Travel Time (s)36.2 10.5 45.6 20.9 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)54 61 120 7 21 9 43 492 21 11 452 43 Shared Lane Traffic (%) Lane Group Flow (vph) 54 181 0 7 21 9 43 492 21 11 495 0 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)24.0 43.0 14.0 33.0 33.0 20.0 48.0 48.0 15.0 43.0 Total Split (%)20.0% 35.8% 11.7% 27.5% 27.5% 16.7% 40.0% 40.0% 12.5% 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 All-Red Time (s)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 Total Lost Time (s)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 Lead-Lag Optimize? 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 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: Portola Rd. & Julie Dr./College Dr. 5.1-17 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 54 107 6 19 8 38 438 19 10 402 38 Future Volume (veh/h) 48 54 107 6 19 8 38 438 19 10 402 38 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 54 61 120 7 21 9 43 492 21 11 452 43 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 70 75 148 15 194 162 57 3544 1096 23 3205 301 Arrive On Green 0.04 0.13 0.13 0.01 0.10 0.10 0.03 0.69 0.69 0.03 1.00 1.00 Sat Flow, veh/h 1781 559 1099 1781 1870 1562 1781 5106 1579 1781 4747 445 Grp Volume(v), veh/h 54 0 181 7 21 9 43 492 21 11 322 173 Grp Sat Flow(s),veh/h/ln 1781 0 1658 1781 1870 1562 1781 1702 1579 1781 1702 1788 Q Serve(g_s), s 3.6 0.0 12.7 0.5 1.2 0.6 2.9 3.9 0.5 0.7 0.0 0.0 Cycle Q Clear(g_c), s 3.6 0.0 12.7 0.5 1.2 0.6 2.9 3.9 0.5 0.7 0.0 0.0 Prop In Lane 1.00 0.66 1.00 1.00 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 70 0 223 15 194 162 57 3544 1096 23 2298 1207 V/C Ratio(X) 0.77 0.00 0.81 0.45 0.11 0.06 0.76 0.14 0.02 0.48 0.14 0.14 Avail Cap(c_a), veh/h 289 0 532 141 444 371 230 3544 1096 156 2298 1207 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 0.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 0.97 0.97 0.97 Uniform Delay (d), s/veh 57.1 0.0 50.5 59.2 48.8 48.5 57.6 6.2 5.7 58.1 0.0 0.0 Incr Delay (d2), s/veh 15.9 0.0 7.0 19.3 0.2 0.1 18.3 0.1 0.0 14.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 5.7 0.3 0.6 0.3 1.5 1.2 0.2 0.4 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.9 0.0 57.4 78.5 49.0 48.6 76.0 6.3 5.7 72.6 0.1 0.2 LnGrp LOS EAEEDDEAAEAA Approach Vol, veh/h 235 37 556 506 Approach Delay, s/veh 61.0 54.5 11.7 1.7 Approach LOS E D B A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.0 87.8 5.5 20.6 8.3 85.5 9.2 16.9 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 10.5 43.5 9.5 38.5 15.5 38.5 19.5 28.5 Max Q Clear Time (g_c+I1), s 2.7 5.9 2.5 14.7 4.9 2.0 5.6 3.2 Green Ext Time (p_c), s 0.0 3.1 0.0 1.1 0.0 2.8 0.1 0.1 Intersection Summary HCM 6th Ctrl Delay 17.8 HCM 6th LOS B 5.1-18 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)29 295 127 144 659 26 131 440 72 54 411 50 Future Volume (vph)29 295 127 144 659 26 131 440 72 54 411 50 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)701 1558 512 3682 Travel Time (s)9.6 21.2 6.3 45.6 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph)33 335 144 164 749 30 149 500 82 61 467 57 Shared Lane Traffic (%) Lane Group Flow (vph) 33 335 144 164 749 30 149 500 82 61 524 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 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 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)9.5 20.0 20.0 10.0 20.5 20.5 9.5 20.5 20.5 9.5 20.5 Total Split (%)15.8% 33.3% 33.3% 16.7% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 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 0.5 1.0 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 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None 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: 9: Portola Av. & Frank Sinatra Dr. 5.1-19 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 295 127 144 659 26 131 440 72 54 411 50 Future Volume (veh/h) 29 295 127 144 659 26 131 440 72 54 411 50 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 33 335 144 164 749 30 149 500 82 61 467 57 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 63 699 309 163 900 399 148 1915 592 95 1593 191 Arrive On Green 0.04 0.20 0.20 0.09 0.25 0.25 0.08 0.38 0.38 0.05 0.34 0.34 Sat Flow, veh/h 1781 3554 1573 1781 3554 1576 1781 5106 1579 1781 4618 554 Grp Volume(v), veh/h 33 335 144 164 749 30 149 500 82 61 342 182 Grp Sat Flow(s),veh/h/ln 1781 1777 1573 1781 1777 1576 1781 1702 1579 1781 1702 1768 Q Serve(g_s), s 1.1 5.0 4.9 5.5 12.0 0.9 5.0 4.1 2.1 2.0 4.4 4.5 Cycle Q Clear(g_c), s 1.1 5.0 4.9 5.5 12.0 0.9 5.0 4.1 2.1 2.0 4.4 4.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 63 699 309 163 900 399 148 1915 592 95 1174 610 V/C Ratio(X) 0.53 0.48 0.47 1.00 0.83 0.08 1.00 0.26 0.14 0.64 0.29 0.30 Avail Cap(c_a), veh/h 148 948 419 163 977 433 148 1915 592 148 1174 610 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 0.99 0.99 0.99 Uniform Delay (d), s/veh 28.4 21.4 21.3 27.3 21.2 17.1 27.5 13.0 12.4 27.8 14.3 14.3 Incr Delay (d2), s/veh 6.7 0.5 1.1 71.6 5.9 0.1 74.9 0.3 0.5 7.0 0.6 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 0.5 1.8 1.6 5.3 4.8 0.3 4.9 1.2 0.7 0.9 1.4 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.1 21.9 22.4 98.8 27.1 17.1 102.4 13.3 12.8 34.9 14.9 15.6 LnGrp LOS D C C F C B F B B C B B Approach Vol, veh/h 512 943 731 585 Approach Delay, s/veh 22.9 39.2 31.4 17.2 Approach LOS C D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.7 26.5 10.0 15.8 9.5 24.7 6.6 19.2 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 5.5 16.0 5.0 16.5 5.0 16.5 Max Q Clear Time (g_c+I1), s 4.0 6.1 7.5 7.0 7.0 6.5 3.1 14.0 Green Ext Time (p_c), s 0.0 2.3 0.0 1.6 0.0 2.0 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 29.5 HCM 6th LOS C 5.1-20 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)47 395 167 177 756 94 219 459 148 79 488 51 Future Volume (vph)47 395 167 177 756 94 219 459 148 79 488 51 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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)55 465 196 208 889 111 258 540 174 93 574 60 Shared Lane Traffic (%) Lane Group Flow (vph) 55 465 196 208 889 111 258 540 174 93 574 60 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 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)13.0 27.0 27.0 28.0 42.0 42.0 32.0 47.6 47.6 17.4 33.0 33.0 Total Split (%)10.8% 22.5% 22.5% 23.3% 35.0% 35.0% 26.7% 39.7% 39.7% 14.5% 27.5% 27.5% 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 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 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 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 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: 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: 10: Portola Av. & Country Club Dr. 5.1-21 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 395 167 177 756 94 219 459 148 79 488 51 Future Volume (veh/h) 47 395 167 177 756 94 219 459 148 79 488 51 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 55 465 196 208 889 111 258 540 174 93 574 60 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 Percent Heavy Veh, %222222222222 Cap, veh/h 71 674 298 238 1008 447 289 1668 741 117 1324 588 Arrive On Green 0.04 0.19 0.19 0.13 0.28 0.28 0.16 0.47 0.47 0.07 0.37 0.37 Sat Flow, veh/h 1781 3554 1573 1781 3554 1577 1781 3554 1580 1781 3554 1579 Grp Volume(v), veh/h 55 465 196 208 889 111 258 540 174 93 574 60 Grp Sat Flow(s),veh/h/ln 1781 1777 1573 1781 1777 1577 1781 1777 1580 1781 1777 1579 Q Serve(g_s), s 3.7 14.6 13.8 13.7 28.7 6.5 17.0 11.4 7.9 6.2 14.5 3.0 Cycle Q Clear(g_c), s 3.7 14.6 13.8 13.7 28.7 6.5 17.0 11.4 7.9 6.2 14.5 3.0 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 71 674 298 238 1008 447 289 1668 741 117 1324 588 V/C Ratio(X) 0.78 0.69 0.66 0.87 0.88 0.25 0.89 0.32 0.23 0.80 0.43 0.10 Avail Cap(c_a), veh/h 126 681 301 349 1125 499 408 1668 741 191 1324 588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.1 45.3 45.0 51.0 41.1 33.1 49.2 19.9 19.0 55.3 28.2 24.5 Incr Delay (d2), s/veh 16.3 2.9 5.1 15.1 7.8 0.3 16.4 0.5 0.7 11.5 1.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 6.5 5.6 6.9 13.0 2.4 8.5 4.5 2.9 3.0 6.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 73.4 48.2 50.1 66.1 48.9 33.4 65.6 20.4 19.7 66.8 29.2 24.9 LnGrp LOS E D D E D C E C B E C C Approach Vol, veh/h 716 1208 972 727 Approach Delay, s/veh 50.7 50.4 32.3 33.7 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.4 60.3 20.5 26.8 24.0 48.7 9.3 38.0 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 12.9 43.6 23.5 23.0 27.5 29.0 8.5 38.0 Max Q Clear Time (g_c+I1), s 8.2 13.4 15.7 16.6 19.0 16.5 5.7 30.7 Green Ext Time (p_c), s 0.1 3.8 0.3 1.8 0.4 2.8 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 42.2 HCM 6th LOS D 5.1-22 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 279 235 194 56 229 308 147 425 20 429 1336 348 Future Volume (vph) 279 235 194 56 229 308 147 425 20 429 1336 348 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)285 190 160 180 255 0 170 240 Storage Lanes 2 0 2 1 2 0 2 1 Taper Length (ft)120 120 170 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 55 55 Link Distance (ft)738 1225 3625 489 Travel Time (s)11.2 18.6 44.9 6.1 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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)310 261 216 62 254 342 163 472 22 477 1484 387 Shared Lane Traffic (%) Lane Group Flow (vph) 310 261 216 62 254 342 163 494 0 477 1484 387 Turn Type Prot NA Perm Prot NA Free Prot NA Prot NA Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free Free Detector Phase 74438 52 16 Switch Phase Minimum Initial (s)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 9.5 22.5 9.5 22.5 Total Split (s)24.0 37.0 37.0 11.0 24.0 16.0 40.0 32.0 56.0 Total Split (%)20.0% 30.8% 30.8% 9.2% 20.0% 13.3% 33.3% 26.7% 46.7% Yellow Time (s)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 Lost Time Adjust (s) 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 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None 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: 75 Control Type: Actuated-Coordinated Splits and Phases: 11: Monterey Av. & Dinah Shore Dr. 5.1-23 HCM 6th Signalized Intersection Summary EAP (2027) AM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 279 235 194 56 229 308 147 425 20 429 1336 348 Future Volume (veh/h) 279 235 194 56 229 308 147 425 20 429 1336 348 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 310 261 216 62 254 0 163 472 22 477 1484 0 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 378 622 275 126 363 221 2389 111 556 2933 Arrive On Green 0.11 0.18 0.18 0.04 0.10 0.00 0.06 0.48 0.48 0.16 0.57 0.00 Sat Flow, veh/h 3456 3554 1571 3456 3554 1585 3456 5000 231 3456 5106 1585 Grp Volume(v), veh/h 310 261 216 62 254 0 163 320 174 477 1484 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1571 1728 1777 1585 1728 1702 1828 1728 1702 1585 Q Serve(g_s), s 10.5 7.8 15.8 2.1 8.3 0.0 5.6 6.5 6.6 16.1 20.9 0.0 Cycle Q Clear(g_c), s 10.5 7.8 15.8 2.1 8.3 0.0 5.6 6.5 6.6 16.1 20.9 0.0 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 378 622 275 126 363 221 1626 873 556 2933 V/C Ratio(X)0.82 0.42 0.79 0.49 0.70 0.74 0.20 0.20 0.86 0.51 Avail Cap(c_a), veh/h 562 962 426 187 577 331 1626 873 792 2933 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 52.3 44.1 47.3 56.7 52.1 0.0 55.2 18.1 18.1 49.0 15.3 0.0 Incr Delay (d2), s/veh 6.0 0.5 5.2 3.0 2.5 0.0 4.7 0.3 0.5 6.7 0.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 3.4 6.4 1.0 3.7 0.0 2.5 2.4 2.7 7.1 7.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.3 44.5 52.5 59.7 54.6 0.0 59.9 18.3 18.6 55.7 15.9 0.0 LnGrp LOS E D D E D EBBEB Approach Vol, veh/h 787 316 A 657 1961 A Approach Delay, s/veh 52.1 55.6 28.7 25.6 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 23.8 61.8 8.9 25.5 12.2 73.4 17.6 16.8 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 27.5 35.5 6.5 32.5 11.5 51.5 19.5 19.5 Max Q Clear Time (g_c+I1), s 18.1 8.6 4.1 17.8 7.6 22.9 12.5 10.3 Green Ext Time (p_c), s 1.2 2.7 0.0 1.9 0.2 11.3 0.6 0.9 Intersection Summary HCM 6th Ctrl Delay 34.3 HCM 6th LOS C Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 5.1-24 Lanes, Volumes, Timings EAP (2027) AM Peak Hour 12: Julie Dr. & St. "A" Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 123 70 25 35 75 44 Future Volume (vph) 123 70 25 35 75 44 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)254 1594 1667 Travel Time (s)5.8 36.2 37.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)134 76 27 38 82 48 Shared Lane Traffic (%) Lane Group Flow (vph) 0 210 65 0 130 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 5.1-25 HCM 6th Roundabout EAP (2027) AM Peak Hour 12: Julie Dr. & St. "A" Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.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 210 65 130 Demand Flow Rate, veh/h 215 67 133 Vehicles Circulating, veh/h 84 137 28 Vehicles Exiting, veh/h 77 162 176 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.3 3.5 3.5 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 215 67 133 Cap Entry Lane, veh/h 1267 1200 1341 Entry HV Adj Factor 0.979 0.977 0.977 Flow Entry, veh/h 210 65 130 Cap Entry, veh/h 1240 1172 1311 V/C Ratio 0.170 0.056 0.099 Control Delay, s/veh 4.3 3.5 3.5 LOS A A A 95th %tile Queue, veh 1 0 0 5.1-26 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 135 318 97 106 326 120 128 1168 117 97 925 109 Future Volume (vph) 135 318 97 106 326 120 128 1168 117 97 925 109 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 165 190 210 200 0 200 315 Storage Lanes 2 1 2 0 2 0 2 1 Taper Length (ft)90 140 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)511 1502 732 1716 Travel Time (s)7.0 20.5 9.1 21.3 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)142 335 102 112 343 126 135 1229 123 102 974 115 Shared Lane Traffic (%) Lane Group Flow (vph) 142 335 102 112 343 126 135 1352 0 102 974 115 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 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 9.5 22.5 9.5 22.5 22.5 Total Split (s)18.0 30.0 30.0 16.0 28.0 28.0 17.0 59.0 15.0 57.0 57.0 Total Split (%)15.0% 25.0% 25.0% 13.3% 23.3% 23.3% 14.2% 49.2% 12.5% 47.5% 47.5% 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 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: 65 Control Type: Actuated-Coordinated Splits and Phases: 1: Monterey Av. & Gerald Ford Dr. 5.1-27 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 318 97 106 326 120 128 1168 117 97 925 109 Future Volume (veh/h) 135 318 97 106 326 120 128 1168 117 97 925 109 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 142 335 102 112 343 126 135 1229 123 102 974 0 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 201 495 218 168 461 203 193 2910 291 155 3096 Arrive On Green 0.06 0.14 0.14 0.02 0.04 0.04 0.06 0.62 0.62 0.04 0.61 0.00 Sat Flow, veh/h 3456 3554 1568 3456 3554 1567 3456 4716 472 3456 5106 1585 Grp Volume(v), veh/h 142 335 102 112 343 126 135 887 465 102 974 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1568 1728 1777 1567 1728 1702 1784 1728 1702 1585 Q Serve(g_s), s 4.8 10.8 7.2 3.9 11.5 9.5 4.6 16.2 16.2 3.5 11.1 0.0 Cycle Q Clear(g_c), s 4.8 10.8 7.2 3.9 11.5 9.5 4.6 16.2 16.2 3.5 11.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 1.00 Lane Grp Cap(c), veh/h 201 495 218 168 461 203 193 2101 1101 155 3096 V/C Ratio(X) 0.71 0.68 0.47 0.67 0.74 0.62 0.70 0.42 0.42 0.66 0.31 Avail Cap(c_a), veh/h 389 755 333 331 696 307 360 2101 1101 302 3096 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 55.5 49.1 47.6 58.1 55.5 54.5 55.7 11.9 11.9 56.4 11.5 0.0 Incr Delay (d2), s/veh 4.5 1.6 1.6 4.4 2.3 3.0 4.6 0.6 1.2 4.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 4.7 2.8 1.8 5.5 4.0 2.1 5.4 5.9 1.6 3.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.0 50.7 49.1 62.4 57.8 57.5 60.2 12.5 13.1 61.0 11.8 0.0 LnGrp LOS E D D EEEEBBEB Approach Vol, veh/h 579 581 1487 1076 A Approach Delay, s/veh 52.7 58.6 17.0 16.4 Approach LOS D E B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.9 78.6 10.3 21.2 11.2 77.3 11.5 20.1 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 10.5 54.5 11.5 25.5 12.5 52.5 13.5 23.5 Max Q Clear Time (g_c+I1), s 5.5 18.2 5.9 12.8 6.6 13.1 6.8 13.5 Green Ext Time (p_c), s 0.1 9.9 0.1 1.8 0.2 6.9 0.2 1.7 Intersection Summary HCM 6th Ctrl Delay 28.9 HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 5.1-28 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)44 488 476 84 132 113 Future Volume (vph)44 488 476 84 132 113 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)195 125 0 0 Storage Lanes 1 1 1 1 Taper Length (ft) 120 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 30 Link Distance (ft)1502 2201 993 Travel Time (s)20.5 30.0 22.6 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)48 536 523 92 145 124 Shared Lane Traffic (%) Lane Group Flow (vph) 48 536 523 92 145 124 Turn Type Prot NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Detector Phase 526644 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.0 36.0 25.0 25.0 24.0 24.0 Total Split (%)18.3% 60.0% 41.7% 41.7% 40.0% 40.0% 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 Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Gerald Ford Dr. & Gateway 5.1-29 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 44 488 476 84 132 113 Future Volume (veh/h) 44 488 476 84 132 113 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1870 1870 1870 Adj Flow Rate, veh/h 48 536 523 92 145 124 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222 Cap, veh/h 82 1866 2063 637 579 515 Arrive On Green 0.05 0.52 0.40 0.40 0.32 0.32 Sat Flow, veh/h 1781 3647 5274 1575 1781 1585 Grp Volume(v), veh/h 48 536 523 92 145 124 Grp Sat Flow(s),veh/h/ln 1781 1777 1702 1575 1781 1585 Q Serve(g_s), s 1.6 5.1 4.1 2.2 3.6 3.4 Cycle Q Clear(g_c), s 1.6 5.1 4.1 2.2 3.6 3.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 82 1866 2063 637 579 515 V/C Ratio(X) 0.59 0.29 0.25 0.14 0.25 0.24 Avail Cap(c_a), veh/h 193 1866 2063 637 579 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.79 0.79 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.1 8.0 11.9 11.3 14.9 14.8 Incr Delay (d2), s/veh 5.2 0.3 0.3 0.5 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.4 1.2 0.7 1.5 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.3 8.3 12.2 11.8 15.9 15.9 LnGrp LOS C ABBBB Approach Vol, veh/h 584 615 269 Approach Delay, s/veh 10.3 12.1 15.9 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.0 24.0 7.3 28.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 19.5 6.5 20.5 Max Q Clear Time (g_c+I1), s 7.1 5.6 3.6 6.1 Green Ext Time (p_c), s 3.2 0.7 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 12.1 HCM 6th LOS B 5.1-30 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)41 487 136 98 447 41 84 1 60 20 2 24 Future Volume (vph)41 487 136 98 447 41 84 1 60 20 2 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)190 0 150 110 0 150 0 50 Storage Lanes 1 0 1 1 0 1 0 1 Taper Length (ft)120 90 90 90 Link Speed (mph)50 50 30 30 Link Distance (ft)2201 915 434 430 Travel Time (s)30.0 12.5 9.9 9.8 Confl. Peds. (#/hr)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)43 513 143 103 471 43 88 1 63 21 2 25 Shared Lane Traffic (%) Lane Group Flow (vph) 43 656 0 103 471 43 0 89 63 0 23 25 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-31 HCM 6th TWSC EAP (2027) PM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 487 136 98 447 41 84 1 60 20 2 24 Future Vol, veh/h 41 487 136 98 447 41 84 1 60 20 2 24 Conflicting Peds, #/hr 5 00005000505 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 190 - - 150 - 110 - - 150 - - 50 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 43 513 143 103 471 43 88 1 63 21 2 25 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 519 0 0 656 0 0 1071 1396 333 1030 1424 246 Stage 1 ------671671-682682- Stage 2 ------400725-348742- Critical Hdwy 5.34 - - 4.14 - - 6.99 6.54 6.94 6.99 6.54 7.14 Critical Hdwy Stg 1 ------6.54 5.54 - 7.34 5.54 - Critical Hdwy Stg 2 ------6.74 5.54 - 6.54 5.54 - Follow-up Hdwy 3.12 - - 2.22 - - 3.67 4.02 3.32 3.67 4.02 3.92 Pot Cap-1 Maneuver 663 - - 927 - - 201 140 663 214 135 643 Stage 1 ------400453-339448- Stage 2 ------565428-619420- Platoon blocked, % - - - - Mov Cap-1 Maneuver 660 - - 927 - - 165 116 660 166 112 637 Mov Cap-2 Maneuver ------165116-166112- Stage 1 ------374424-315396- Stage 2 ------477379-520393- Approach EB WB NB SB HCM Control Delay, s 0.7 1.6 34.2 20.8 HCM LOS D C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)164 660 660 - - 927 - - 159 637 HCM Lane V/C Ratio 0.546 0.096 0.065 - - 0.111 - - 0.146 0.04 HCM Control Delay (s) 50.6 11 10.8 - - 9.4 - - 31.5 10.9 HCM Lane LOS F B B - - A - - D B HCM 95th %tile Q(veh) 2.8 0.3 0.2 - - 0.4 - - 0.5 0.1 5.1-32 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr.With Improvements Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\102 - Existing Lanes WP_IMP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)41 487 136 98 447 41 84 1 60 20 2 24 Future Volume (vph)41 487 136 98 447 41 84 1 60 20 2 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)190 0 150 110 0 150 0 50 Storage Lanes 1 0 1 1 0 1 0 1 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 30 30 Link Distance (ft)2201 915 434 430 Travel Time (s)30.0 12.5 9.9 9.8 Confl. Peds. (#/hr)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)43 513 143 103 471 43 88 1 63 21 2 25 Shared Lane Traffic (%) Lane Group Flow (vph) 43 656 0 103 471 43 0 89 63 0 23 25 Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 6 8 8 4 4 Detector Phase 5 2 166888444 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 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.2 23.5 14.0 27.3 27.3 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (%)17.0% 39.2% 23.3% 45.5% 45.5% 37.5% 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 Total Lost Time (s)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 Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. 5.1-33 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr.With Improvements Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\102 - Existing Lanes WP_IMP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 487 136 98 447 41 84 1 60 20 2 24 Future Volume (veh/h) 41 487 136 98 447 41 84 1 60 20 2 24 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 43 513 143 103 471 43 88 1 63 21 2 25 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 76 1098 304 133 2208 681 119 1 476 115 6 473 Arrive On Green 0.01 0.13 0.13 0.07 0.43 0.43 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 2744 761 1781 5106 1576 0 2 1585 0 20 1577 Grp Volume(v), veh/h 43 331 325 103 471 43 89 0 63 23 0 25 Grp Sat Flow(s),veh/h/ln 1781 1777 1728 1781 1702 1576 2 0 1585 20 0 1577 Q Serve(g_s), s 1.4 10.3 10.4 3.4 3.5 1.0 0.0 0.0 1.7 0.0 0.0 0.7 Cycle Q Clear(g_c), s 1.4 10.3 10.4 3.4 3.5 1.0 18.0 0.0 1.7 18.0 0.0 0.7 Prop In Lane 1.00 0.44 1.00 1.00 0.99 1.00 0.91 1.00 Lane Grp Cap(c), veh/h 76 711 691 133 2208 681 120 0 476 121 0 473 V/C Ratio(X) 0.57 0.47 0.47 0.77 0.21 0.06 0.74 0.00 0.13 0.19 0.00 0.05 Avail Cap(c_a), veh/h 169 711 691 282 2208 681 120 0 476 121 0 473 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.97 0.97 0.97 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.0 20.1 20.1 27.3 10.6 9.9 29.9 0.0 15.3 25.4 0.0 14.9 Incr Delay (d2), s/veh 6.3 2.1 2.2 9.1 0.2 0.2 33.4 0.0 0.6 3.5 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 4.5 4.4 1.6 1.0 0.3 2.3 0.0 0.7 0.4 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.3 22.2 22.4 36.3 10.9 10.1 63.3 0.0 15.9 28.9 0.0 15.1 LnGrp LOS DCCD BBEABCAB Approach Vol, veh/h 699 617 152 48 Approach Delay, s/veh 23.1 15.1 43.6 21.7 Approach LOS C B D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 28.5 22.5 7.1 30.4 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 5.7 22.8 18.0 Max Q Clear Time (g_c+I1), s 5.4 12.4 20.0 3.4 5.5 20.0 Green Ext Time (p_c), s 0.1 2.0 0.0 0.0 2.7 0.0 Intersection Summary HCM 6th Ctrl Delay 21.8 HCM 6th LOS C 5.1-34 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)4 412 137 37 438 127 138 323 56 152 288 10 Future Volume (vph)4 412 137 37 438 127 138 323 56 152 288 10 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 50 255 300 245 205 255 215 Storage Lanes 1 1 2 1 2 1 2 0 Taper Length (ft)90 120 120 110 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)658 1639 1684 1545 Travel Time (s)9.0 22.4 20.9 19.2 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)4 448 149 40 476 138 150 351 61 165 313 11 Shared Lane Traffic (%) Lane Group Flow (vph) 4 448 149 40 476 138 150 351 61 165 313 11 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 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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)14.0 45.0 45.0 15.0 46.0 46.0 24.0 35.0 35.0 25.0 36.0 36.0 Total Split (%)11.7% 37.5% 37.5% 12.5% 38.3% 38.3% 20.0% 29.2% 29.2% 20.8% 30.0% 30.0% 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 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 Lag Lead Lead Lag Lead Lead 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: 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: 4: Portola Rd. & Gerald Ford Dr. 5.1-35 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 412 137 37 438 127 138 323 56 152 288 10 Future Volume (veh/h) 4 412 137 37 438 127 138 323 56 152 288 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 4 448 149 40 476 0 150 351 61 165 313 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 103 580 256 106 693 210 3012 933 229 3041 Arrive On Green 0.06 0.16 0.16 0.01 0.04 0.00 0.12 1.00 1.00 0.07 0.60 0.00 Sat Flow, veh/h 1781 3554 1570 3456 5106 1585 3456 5106 1581 3456 5106 1585 Grp Volume(v), veh/h 4 448 149 40 476 0 150 351 61 165 313 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1570 1728 1702 1585 1728 1702 1581 1728 1702 1585 Q Serve(g_s), s 0.3 14.5 8.8 1.4 11.0 0.0 5.0 0.0 0.0 5.6 3.2 0.0 Cycle Q Clear(g_c), s 0.3 14.5 8.8 1.4 11.0 0.0 5.0 0.0 0.0 5.6 3.2 0.0 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 103 580 256 106 693 210 3012 933 229 3041 V/C Ratio(X)0.04 0.77 0.58 0.38 0.69 0.72 0.12 0.07 0.72 0.10 Avail Cap(c_a), veh/h 141 1199 530 302 1766 562 3012 933 590 3041 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.98 0.98 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.4 48.1 32.6 58.3 54.8 0.0 51.7 0.0 0.0 54.9 10.5 0.0 Incr Delay (d2), s/veh 0.2 2.2 2.1 2.2 1.2 0.0 4.5 0.1 0.1 4.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 6.4 3.4 0.6 5.0 0.0 2.1 0.0 0.0 2.5 1.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.5 50.3 34.7 60.4 56.0 0.0 56.2 0.1 0.1 59.2 10.5 0.0 LnGrp LOS D D C E E EAAEB Approach Vol, veh/h 601 516 A 562 478 A Approach Delay, s/veh 46.5 56.3 15.1 27.3 Approach LOS D E B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.5 75.3 8.2 24.1 11.8 76.0 11.5 20.8 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 20.5 30.5 10.5 40.5 19.5 31.5 9.5 41.5 Max Q Clear Time (g_c+I1), s 7.6 2.0 3.4 16.5 7.0 5.2 2.3 13.0 Green Ext Time (p_c), s 0.4 2.2 0.0 3.1 0.3 1.8 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 36.4 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 5.1-36 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)10 607 3 3 591 49 7 3 2 65 4 4 Future Volume (vph)10 607 3 3 591 49 7 3 2 65 4 4 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 140 150 120 0 130 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)90 100 90 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 40 30 30 Link Distance (ft)1639 1573 599 673 Travel Time (s)22.4 26.8 13.6 15.3 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)11 667 3 3 649 54 8 3 2 71 4 4 Shared Lane Traffic (%) Lane Group Flow (vph) 11 667 3 3 649 54 8 5 0 71 8 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 4 Detector Phase 52216688 44 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.0 27.0 27.0 10.0 27.0 27.0 23.0 23.0 23.0 23.0 Total Split (%)16.7% 45.0% 45.0% 16.7% 45.0% 45.0% 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 All-Red Time (s)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 Total Lost Time (s)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 Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 5: Pacific Av. & Gerald Ford Dr. 5.1-37 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 607 3 3 591 49 7 3 2 65 4 4 Future Volume (veh/h) 10 607 3 3 591 49 7 3 2 65 4 4 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 11 667 3 3 649 54 8 3 2 71 4 4 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 25 2362 731 7 2312 715 549 658 393 551 559 477 Arrive On Green 0.01 0.46 0.46 0.00 0.45 0.45 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 5106 1580 1781 5106 1580 1401 2135 1275 1404 1814 1546 Grp Volume(v), veh/h 11 667 3 3 649 54 8 2 3 71 4 4 Grp Sat Flow(s),veh/h/ln 1781 1702 1580 1781 1702 1580 1401 1777 1633 1404 1777 1583 Q Serve(g_s), s 0.4 4.8 0.1 0.1 4.8 1.2 0.2 0.1 0.1 2.2 0.1 0.1 Cycle Q Clear(g_c), s 0.4 4.8 0.1 0.1 4.8 1.2 0.3 0.1 0.1 2.3 0.1 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.78 1.00 0.98 Lane Grp Cap(c), veh/h 25 2362 731 7 2312 715 549 548 504 551 548 488 V/C Ratio(X) 0.44 0.28 0.00 0.41 0.28 0.08 0.01 0.00 0.01 0.13 0.01 0.01 Avail Cap(c_a), veh/h 163 2362 731 163 2312 715 549 548 504 551 548 488 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)0.76 0.76 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.3 10.0 8.7 29.8 10.3 9.3 14.5 14.4 14.4 15.2 14.4 14.4 Incr Delay (d2), s/veh 9.1 0.2 0.0 33.7 0.3 0.2 0.0 0.0 0.0 0.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.4 0.0 0.1 1.5 0.4 0.1 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.4 10.2 8.7 63.5 10.6 9.5 14.6 14.4 14.4 15.6 14.4 14.4 LnGrp LOS D BAEBABBBBBB Approach Vol, veh/h 681 706 13 79 Approach Delay, s/veh 10.6 10.7 14.5 15.5 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.7 32.3 23.0 5.3 31.7 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 5.5 22.5 18.5 Max Q Clear Time (g_c+I1), s 2.1 6.8 4.3 2.4 6.8 2.3 Green Ext Time (p_c), s 0.0 3.6 0.1 0.0 3.9 0.0 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B 5.1-38 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)46 605 24 7 515 41 70 17 40 76 13 59 Future Volume (vph)46 605 24 7 515 41 70 17 40 76 13 59 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 165 175 120 102 0 85 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)1634 919 541 642 Travel Time (s)27.9 15.7 10.5 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)51 665 26 8 566 45 77 19 44 84 14 65 Shared Lane Traffic (%) Lane Group Flow (vph) 51 665 26 8 566 45 77 19 44 84 79 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 74438822266 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 25.0 25.0 10.0 24.0 24.0 25.0 25.0 25.0 25.0 25.0 Total Split (%)18.3% 41.7% 41.7% 16.7% 40.0% 40.0% 41.7% 41.7% 41.7% 41.7% 41.7% 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 Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 6: Technology Dr. & Gerald Ford Dr. 5.1-39 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 605 24 7 515 41 70 17 40 76 13 59 Future Volume (veh/h) 46 605 24 7 515 41 70 17 40 76 13 59 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 51 665 26 8 566 45 77 19 44 84 14 65 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 85 1094 336 54 1006 308 787 992 838 822 153 709 Arrive On Green 0.05 0.21 0.21 0.01 0.07 0.07 0.53 0.53 0.53 0.53 0.53 0.53 Sat Flow, veh/h 1781 5106 1567 1781 5106 1565 1317 1870 1581 1336 288 1337 Grp Volume(v), veh/h 51 665 26 8 566 45 77 19 44 84 0 79 Grp Sat Flow(s),veh/h/ln 1781 1702 1567 1781 1702 1565 1317 1870 1581 1336 0 1625 Q Serve(g_s), s 1.7 7.1 0.8 0.3 6.5 1.6 1.8 0.3 0.8 1.9 0.0 1.4 Cycle Q Clear(g_c), s 1.7 7.1 0.8 0.3 6.5 1.6 3.3 0.3 0.8 2.2 0.0 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82 Lane Grp Cap(c), veh/h 85 1094 336 54 1006 308 787 992 838 822 0 862 V/C Ratio(X) 0.60 0.61 0.08 0.15 0.56 0.15 0.10 0.02 0.05 0.10 0.00 0.09 Avail Cap(c_a), veh/h 193 1745 535 163 1659 509 787 992 838 822 0 862 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.0 21.3 18.8 28.9 25.5 23.3 7.8 6.7 6.8 7.2 0.0 7.0 Incr Delay (d2), s/veh 6.6 0.6 0.1 1.1 0.4 0.2 0.2 0.0 0.1 0.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.5 0.3 0.1 2.6 0.6 0.5 0.1 0.2 0.5 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.6 21.8 18.9 30.0 26.0 23.5 8.0 6.7 6.9 7.5 0.0 7.2 LnGrp LOS C C B C C C AAAAAA Approach Vol, veh/h 742 619 140 163 Approach Delay, s/veh 22.6 25.8 7.5 7.3 Approach LOS C C A A Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 36.3 6.3 17.4 36.3 7.4 16.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 5.5 20.5 20.5 6.5 19.5 Max Q Clear Time (g_c+I1), s 5.3 2.3 9.1 4.2 3.7 8.5 Green Ext Time (p_c), s 0.3 0.0 3.3 0.5 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 21.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. 5.1-40 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 452 246 120 64 202 166 191 1043 28 170 699 207 Future Volume (vph) 452 246 120 64 202 166 191 1043 28 170 699 207 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)919 837 1057 824 Travel Time (s)15.7 11.4 13.1 10.2 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)481 262 128 68 215 177 203 1110 30 181 744 220 Shared Lane Traffic (%) Lane Group Flow (vph) 481 262 128 68 215 177 203 1110 30 181 744 220 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)32.0 45.0 11.0 24.0 24.0 19.0 47.0 47.0 17.0 45.0 45.0 Total Split (%)26.7% 37.5% 9.2% 20.0% 20.0% 15.8% 39.2% 39.2% 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: 75 Control Type: Actuated-Coordinated Splits and Phases: 7: Cook St. & Gerald Ford Dr. 5.1-41 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 452 246 120 64 202 166 191 1043 28 170 699 207 Future Volume (veh/h) 452 246 120 64 202 166 191 1043 28 170 699 207 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 481 262 0 68 215 177 203 1110 30 181 744 220 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 553 917 129 481 212 265 2477 767 240 2442 756 Arrive On Green 0.27 0.43 0.00 0.04 0.14 0.14 0.08 0.49 0.49 0.07 0.48 0.48 Sat Flow, veh/h 3456 3554 1585 3456 3554 1567 3456 5106 1580 3456 5106 1580 Grp Volume(v), veh/h 481 262 0 68 215 177 203 1110 30 181 744 220 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1567 1728 1702 1580 1728 1702 1580 Q Serve(g_s), s 15.9 5.7 0.0 2.3 6.7 13.2 6.9 17.2 1.2 6.2 10.7 10.1 Cycle Q Clear(g_c), s 15.9 5.7 0.0 2.3 6.7 13.2 6.9 17.2 1.2 6.2 10.7 10.1 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 553 917 129 481 212 265 2477 767 240 2442 756 V/C Ratio(X)0.87 0.29 0.53 0.45 0.83 0.77 0.45 0.04 0.75 0.30 0.29 Avail Cap(c_a), veh/h 792 1199 187 577 255 418 2477 767 360 2442 756 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 42.8 27.0 0.0 56.7 47.8 50.6 54.4 20.3 16.2 54.8 19.1 19.0 Incr Delay (d2), s/veh 7.0 0.2 0.0 3.3 0.7 18.0 4.6 0.6 0.1 4.8 0.3 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 6.4 2.3 0.0 1.0 2.9 6.1 3.1 6.3 0.4 2.7 4.0 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.8 27.1 0.0 60.0 48.4 68.6 59.0 20.9 16.3 59.6 19.4 20.0 LnGrp LOS D C E D E E C BEBB Approach Vol, veh/h 743 A 460 1343 1145 Approach Delay, s/veh 41.8 57.9 26.6 25.9 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.8 62.7 9.0 35.5 13.7 61.9 23.7 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 12.5 42.5 6.5 40.5 14.5 40.5 27.5 19.5 Max Q Clear Time (g_c+I1), s 8.2 19.2 4.3 7.7 8.9 12.7 17.9 15.2 Green Ext Time (p_c), s 0.2 7.3 0.0 1.6 0.3 5.5 1.2 0.7 Intersection Summary HCM 6th Ctrl Delay 33.3 HCM 6th LOS C Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 5.1-42 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 36 67 14 41 6 100 443 10 6 391 65 Future Volume (vph)66 36 67 14 41 6 100 443 10 6 391 65 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)125 60 145 100 165 165 165 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft)90 90 120 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)1594 463 3682 1684 Travel Time (s)36.2 10.5 45.6 20.9 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)72 39 73 15 45 7 109 482 11 7 425 71 Shared Lane Traffic (%) Lane Group Flow (vph) 72 112 0 15 45 7 109 482 11 7 496 0 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)23.0 36.0 15.0 28.0 28.0 31.0 56.0 56.0 13.0 38.0 Total Split (%)19.2% 30.0% 12.5% 23.3% 23.3% 25.8% 46.7% 46.7% 10.8% 31.7% Yellow Time (s)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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)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 Lead-Lag Optimize? 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 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: Portola Rd. & Julie Dr./College Dr. 5.1-43 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 36 67 14 41 6 100 443 10 6 391 65 Future Volume (veh/h) 66 36 67 14 41 6 100 443 10 6 391 65 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 72 39 73 15 45 7 109 482 11 7 425 71 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 93 56 104 29 114 94 136 3718 1150 15 2919 476 Arrive On Green 0.05 0.10 0.10 0.02 0.06 0.06 0.08 0.73 0.73 0.02 1.00 1.00 Sat Flow, veh/h 1781 577 1079 1781 1870 1546 1781 5106 1580 1781 4421 721 Grp Volume(v), veh/h 72 0 112 15 45 7 109 482 11 7 325 171 Grp Sat Flow(s),veh/h/ln 1781 0 1656 1781 1870 1546 1781 1702 1580 1781 1702 1737 Q Serve(g_s), s 4.8 0.0 7.9 1.0 2.8 0.5 7.2 3.4 0.2 0.5 0.0 0.0 Cycle Q Clear(g_c), s 4.8 0.0 7.9 1.0 2.8 0.5 7.2 3.4 0.2 0.5 0.0 0.0 Prop In Lane 1.00 0.65 1.00 1.00 1.00 1.00 1.00 0.41 Lane Grp Cap(c), veh/h 93 0 160 29 114 94 136 3718 1150 15 2248 1147 V/C Ratio(X) 0.77 0.00 0.70 0.51 0.40 0.07 0.80 0.13 0.01 0.45 0.14 0.15 Avail Cap(c_a), veh/h 275 0 435 156 366 303 393 3718 1150 126 2248 1147 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 0.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.99 0.99 0.99 Uniform Delay (d), s/veh 56.2 0.0 52.5 58.5 54.2 53.2 54.5 4.9 4.5 58.7 0.0 0.0 Incr Delay (d2), s/veh 12.7 0.0 5.4 13.3 2.2 0.3 10.0 0.1 0.0 19.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 3.5 0.6 1.4 0.2 3.5 0.9 0.1 0.3 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.9 0.0 57.9 71.8 56.4 53.5 64.5 5.0 4.5 77.8 0.1 0.3 LnGrp LOS EAEEEDEAAEAA Approach Vol, veh/h 184 67 602 503 Approach Delay, s/veh 62.2 59.6 15.7 1.3 Approach LOS EEBA Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.5 91.9 6.5 16.1 13.7 83.7 10.8 11.8 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 8.5 51.5 10.5 31.5 26.5 33.5 18.5 23.5 Max Q Clear Time (g_c+I1), s 2.5 5.4 3.0 9.9 9.2 2.0 6.8 4.8 Green Ext Time (p_c), s 0.0 3.1 0.0 0.6 0.2 2.8 0.1 0.2 Intersection Summary HCM 6th Ctrl Delay 18.8 HCM 6th LOS B 5.1-44 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)43 633 91 99 391 33 144 477 110 86 337 50 Future Volume (vph)43 633 91 99 391 33 144 477 110 86 337 50 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)701 1558 512 3682 Travel Time (s)9.6 21.2 6.3 45.6 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)46 673 97 105 416 35 153 507 117 91 359 53 Shared Lane Traffic (%) Lane Group Flow (vph) 46 673 97 105 416 35 153 507 117 91 412 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 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 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 10.4 20.2 20.2 10.3 20.1 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 17.3% 33.7% 33.7% 17.2% 33.5% 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 0.5 1.0 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 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None 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: 60 Control Type: Actuated-Coordinated Splits and Phases: 9: Portola Av. & Frank Sinatra Dr. 5.1-45 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 633 91 99 391 33 144 477 110 86 337 50 Future Volume (veh/h) 43 633 91 99 391 33 144 477 110 86 337 50 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 46 673 97 105 416 35 153 507 117 91 359 53 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 79 843 374 134 952 422 175 1729 534 117 1377 198 Arrive On Green 0.04 0.24 0.24 0.08 0.27 0.27 0.10 0.34 0.34 0.07 0.31 0.31 Sat Flow, veh/h 1781 3554 1575 1781 3554 1576 1781 5106 1578 1781 4505 648 Grp Volume(v), veh/h 46 673 97 105 416 35 153 507 117 91 269 143 Grp Sat Flow(s),veh/h/ln 1781 1777 1575 1781 1777 1576 1781 1702 1578 1781 1702 1750 Q Serve(g_s), s 1.5 10.7 3.0 3.5 5.8 1.0 5.1 4.4 3.2 3.0 3.6 3.7 Cycle Q Clear(g_c), s 1.5 10.7 3.0 3.5 5.8 1.0 5.1 4.4 3.2 3.0 3.6 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37 Lane Grp Cap(c), veh/h 79 843 374 134 952 422 175 1729 534 117 1041 535 V/C Ratio(X) 0.58 0.80 0.26 0.78 0.44 0.08 0.87 0.29 0.22 0.78 0.26 0.27 Avail Cap(c_a), veh/h 148 948 420 148 952 422 175 1729 534 172 1041 535 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 0.99 0.99 0.99 Uniform Delay (d), s/veh 28.1 21.5 18.6 27.3 18.2 16.4 26.7 14.6 14.2 27.6 15.7 15.7 Incr Delay (d2), s/veh 6.5 4.4 0.4 21.4 0.3 0.1 35.2 0.4 0.9 12.6 0.6 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 0.7 4.2 1.0 2.1 2.0 0.3 3.6 1.4 1.0 1.5 1.2 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.6 25.9 19.0 48.6 18.5 16.5 61.8 15.0 15.1 40.2 16.3 17.0 LnGrp LOS C C B D BBEBBDBB Approach Vol, veh/h 816 556 777 503 Approach Delay, s/veh 25.6 24.1 24.2 20.8 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.4 24.3 9.0 18.2 10.4 22.3 7.2 20.1 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 5.8 16.2 5.0 16.0 5.9 16.1 5.0 16.0 Max Q Clear Time (g_c+I1), s 5.0 6.4 5.5 12.7 7.1 5.7 3.5 7.8 Green Ext Time (p_c), s 0.0 2.4 0.0 1.4 0.0 1.6 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 24.0 HCM 6th LOS C 5.1-46 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)48 818 185 195 586 142 180 521 188 84 435 60 Future Volume (vph)48 818 185 195 586 142 180 521 188 84 435 60 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)49 843 191 201 604 146 186 537 194 87 448 62 Shared Lane Traffic (%) Lane Group Flow (vph) 49 843 191 201 604 146 186 537 194 87 448 62 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 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)13.4 40.0 40.0 27.0 53.6 53.6 25.0 36.0 36.0 17.0 28.0 28.0 Total Split (%)11.2% 33.3% 33.3% 22.5% 44.7% 44.7% 20.8% 30.0% 30.0% 14.2% 23.3% 23.3% 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 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 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 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 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: 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: 10: Portola Av. & Country Club Dr. 5.1-47 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 818 185 195 586 142 180 521 188 84 435 60 Future Volume (veh/h) 48 818 185 195 586 142 180 521 188 84 435 60 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 49 843 191 201 604 146 186 537 194 87 448 62 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 63 960 426 231 1294 575 215 1410 627 110 1200 533 Arrive On Green 0.04 0.27 0.27 0.13 0.36 0.36 0.12 0.40 0.40 0.06 0.34 0.34 Sat Flow, veh/h 1781 3554 1576 1781 3554 1579 1781 3554 1579 1781 3554 1578 Grp Volume(v), veh/h 49 843 191 201 604 146 186 537 194 87 448 62 Grp Sat Flow(s),veh/h/ln 1781 1777 1576 1781 1777 1579 1781 1777 1579 1781 1777 1578 Q Serve(g_s), s 3.3 27.2 12.1 13.3 15.6 7.8 12.3 12.9 10.1 5.8 11.5 3.2 Cycle Q Clear(g_c), s 3.3 27.2 12.1 13.3 15.6 7.8 12.3 12.9 10.1 5.8 11.5 3.2 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 63 960 426 231 1294 575 215 1410 627 110 1200 533 V/C Ratio(X) 0.78 0.88 0.45 0.87 0.47 0.25 0.86 0.38 0.31 0.79 0.37 0.12 Avail Cap(c_a), veh/h 132 1066 473 334 1469 652 304 1410 627 186 1200 533 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.4 41.9 36.4 51.2 29.2 26.7 51.8 25.7 24.9 55.5 30.1 27.4 Incr Delay (d2), s/veh 18.0 7.9 0.7 15.5 0.3 0.2 16.4 0.8 1.3 11.9 0.9 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 1.7 12.4 4.6 6.7 6.4 2.8 6.2 5.2 3.8 2.9 4.8 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.4 49.9 37.1 66.8 29.5 27.0 68.2 26.5 26.2 67.4 31.0 27.8 LnGrp LOS E D D E C C E C C E C C Approach Vol, veh/h 1083 951 917 597 Approach Delay, s/veh 48.8 37.0 34.9 36.0 Approach LOS DDCD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.9 51.6 20.1 36.4 19.0 44.5 8.8 47.7 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 12.5 32.0 22.5 36.0 20.5 24.0 8.9 49.6 Max Q Clear Time (g_c+I1), s 7.8 14.9 15.3 29.2 14.3 13.5 5.3 17.6 Green Ext Time (p_c), s 0.1 3.4 0.3 3.2 0.2 2.0 0.0 4.4 Intersection Summary HCM 6th Ctrl Delay 39.9 HCM 6th LOS D 5.1-48 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 555 305 294 46 371 630 333 1052 31 338 795 350 Future Volume (vph) 555 305 294 46 371 630 333 1052 31 338 795 350 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)285 190 160 180 255 0 170 240 Storage Lanes 2 0 2 1 2 0 2 1 Taper Length (ft)120 120 170 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 55 55 Link Distance (ft)738 1225 3625 489 Travel Time (s)11.2 18.6 44.9 6.1 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)572 314 303 47 382 649 343 1085 32 348 820 361 Shared Lane Traffic (%) Lane Group Flow (vph) 572 314 303 47 382 649 343 1117 0 348 820 361 Turn Type Prot NA Perm Prot NA Free Prot NA Prot NA Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free Free Detector Phase 74438 52 16 Switch Phase Minimum Initial (s)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 9.5 22.5 9.5 22.5 Total Split (s)33.0 47.8 47.8 9.6 24.4 23.0 39.0 23.6 39.6 Total Split (%)27.5% 39.8% 39.8% 8.0% 20.3% 19.2% 32.5% 19.7% 33.0% Yellow Time (s)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 Lost Time Adjust (s) 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 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None 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: 80 Control Type: Actuated-Coordinated Splits and Phases: 11: Monterey Av. & Dinah Shore Dr. 5.1-49 HCM 6th Signalized Intersection Summary EAP (2027) PM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 555 305 294 46 371 630 333 1052 31 338 795 350 Future Volume (veh/h) 555 305 294 46 371 630 333 1052 31 338 795 350 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 572 314 303 47 382 0 343 1085 32 348 820 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 651 1024 454 114 472 408 2084 61 414 2097 Arrive On Green 0.19 0.29 0.29 0.03 0.13 0.00 0.12 0.41 0.41 0.12 0.41 0.00 Sat Flow, veh/h 3456 3554 1577 3456 3554 1585 3456 5096 150 3456 5106 1585 Grp Volume(v), veh/h 572 314 303 47 382 0 343 724 393 348 820 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1577 1728 1777 1585 1728 1702 1843 1728 1702 1585 Q Serve(g_s), s 19.3 8.3 20.3 1.6 12.5 0.0 11.7 19.2 19.2 11.8 13.5 0.0 Cycle Q Clear(g_c), s 19.3 8.3 20.3 1.6 12.5 0.0 11.7 19.2 19.2 11.8 13.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 1.00 Lane Grp Cap(c), veh/h 651 1024 454 114 472 408 1392 754 414 2097 V/C Ratio(X)0.88 0.31 0.67 0.41 0.81 0.84 0.52 0.52 0.84 0.39 Avail Cap(c_a), veh/h 821 1282 569 147 589 533 1392 754 550 2097 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.4 33.3 37.6 56.9 50.6 0.0 51.8 26.6 26.6 51.7 24.8 0.0 Incr Delay (d2), s/veh 9.0 0.2 2.1 2.4 6.8 0.0 9.1 1.4 2.6 8.6 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 8.9 3.5 7.8 0.7 5.9 0.0 5.4 7.5 8.4 5.4 5.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.4 33.5 39.7 59.3 57.3 0.0 60.9 28.0 29.2 60.3 25.4 0.0 LnGrp LOS E C D E E E C C E C Approach Vol, veh/h 1189 429 A 1460 1168 A Approach Delay, s/veh 46.1 57.5 36.1 35.8 Approach LOS D E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.9 53.6 8.5 39.1 18.7 53.8 27.1 20.4 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 19.1 34.5 5.1 43.3 18.5 35.1 28.5 19.9 Max Q Clear Time (g_c+I1), s 13.8 21.2 3.6 22.3 13.7 15.5 21.3 14.5 Green Ext Time (p_c), s 0.6 5.3 0.0 2.8 0.5 4.8 1.3 1.0 Intersection Summary HCM 6th Ctrl Delay 41.0 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 5.1-50 Lanes, Volumes, Timings EAP (2027) PM Peak Hour 12: Julie Dr. & St. "A" Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)81 47 75 80 57 132 Future Volume (vph)81 47 75 80 57 132 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)254 1594 1667 Travel Time (s)5.8 36.2 37.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)88 51 82 87 62 143 Shared Lane Traffic (%) Lane Group Flow (vph) 0 139 169 0 205 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 5.1-51 HCM 6th Roundabout EAP (2027) PM Peak Hour 12: Julie Dr. & St. "A" Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.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 139 169 205 Demand Flow Rate, veh/h 142 173 209 Vehicles Circulating, veh/h 63 90 84 Vehicles Exiting, veh/h 230 115 179 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.7 4.1 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 142 173 209 Cap Entry Lane, veh/h 1294 1259 1267 Entry HV Adj Factor 0.979 0.979 0.981 Flow Entry, veh/h 139 169 205 Cap Entry, veh/h 1266 1232 1242 V/C Ratio 0.110 0.137 0.165 Control Delay, s/veh 3.7 4.1 4.3 LOS A A A 95th %tile Queue, veh 0 0 1 5.1-52 Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx APPENDIX 6.1: EAPC (2027) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Vitalia/Refuge Residential Traffic Analysis   14702-03 TA Report.docx This Page Intentionally Left Blank Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 193 397 147 194 564 166 105 772 101 88 1186 167 Future Volume (vph) 193 397 147 194 564 166 105 772 101 88 1186 167 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 165 190 210 200 0 200 315 Storage Lanes 2 1 2 0 2 0 2 1 Taper Length (ft)90 140 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)511 1502 732 1716 Travel Time (s)7.0 20.5 9.1 21.3 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph)222 456 169 223 648 191 121 887 116 101 1363 192 Shared Lane Traffic (%) Lane Group Flow (vph) 222 456 169 223 648 191 121 1003 0 101 1363 192 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 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 9.5 22.5 9.5 22.5 22.5 Total Split (s)19.0 37.0 37.0 19.0 37.0 37.0 14.0 52.0 12.0 50.0 50.0 Total Split (%)15.8% 30.8% 30.8% 15.8% 30.8% 30.8% 11.7% 43.3% 10.0% 41.7% 41.7% 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 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: 65 Control Type: Actuated-Coordinated Splits and Phases: 1: Monterey Av. & Gerald Ford Dr. 6.1-1 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 193 397 147 194 564 166 105 772 101 88 1186 167 Future Volume (veh/h) 193 397 147 194 564 166 105 772 101 88 1186 167 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 222 456 169 223 648 191 121 887 116 101 1363 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 284 752 333 281 749 332 176 2345 305 153 2585 Arrive On Green 0.08 0.21 0.21 0.16 0.42 0.42 0.05 0.51 0.51 0.04 0.51 0.00 Sat Flow, veh/h 3456 3554 1574 3456 3554 1574 3456 4570 595 3456 5106 1585 Grp Volume(v), veh/h 222 456 169 223 648 191 121 660 343 101 1363 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1574 1728 1777 1574 1728 1702 1761 1728 1702 1585 Q Serve(g_s), s 7.6 13.9 11.4 7.4 19.9 11.1 4.1 14.0 14.1 3.5 21.6 0.0 Cycle Q Clear(g_c), s 7.6 13.9 11.4 7.4 19.9 11.1 4.1 14.0 14.1 3.5 21.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 1.00 Lane Grp Cap(c), veh/h 284 752 333 281 749 332 176 1746 904 153 2585 V/C Ratio(X) 0.78 0.61 0.51 0.79 0.87 0.58 0.69 0.38 0.38 0.66 0.53 Avail Cap(c_a), veh/h 418 962 426 418 962 426 274 1746 904 216 2585 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.0 42.8 41.8 49.3 33.2 30.6 56.0 17.6 17.7 56.5 19.9 0.0 Incr Delay (d2), s/veh 5.7 0.8 1.2 5.8 6.3 1.5 4.7 0.6 1.2 4.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 6.0 4.4 3.1 6.8 3.6 1.8 5.2 5.5 1.5 7.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.8 43.6 43.0 55.1 39.5 32.1 60.7 18.3 18.9 61.3 20.7 0.0 LnGrp LOS E D D E D C EBBEC Approach Vol, veh/h 847 1062 1124 1464 A Approach Delay, s/veh 47.7 41.4 23.0 23.5 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.8 66.1 14.2 29.9 10.6 65.3 14.4 29.8 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 7.5 47.5 14.5 32.5 9.5 45.5 14.5 32.5 Max Q Clear Time (g_c+I1), s 5.5 16.1 9.4 15.9 6.1 23.6 9.6 21.9 Green Ext Time (p_c), s 0.0 6.4 0.3 2.9 0.1 9.0 0.3 3.3 Intersection Summary HCM 6th Ctrl Delay 32.2 HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 6.1-2 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)59 527 847 141 197 89 Future Volume (vph)59 527 847 141 197 89 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)195 125 0 0 Storage Lanes 1 1 1 1 Taper Length (ft) 120 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 30 Link Distance (ft)1502 2201 993 Travel Time (s)20.5 30.0 22.6 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)66 592 952 158 221 100 Shared Lane Traffic (%) Lane Group Flow (vph) 66 592 952 158 221 100 Turn Type Prot NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Detector Phase 526644 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.0 37.0 26.0 26.0 23.0 23.0 Total Split (%)18.3% 61.7% 43.3% 43.3% 38.3% 38.3% 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 Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Gerald Ford Dr. & Gateway 6.1-3 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 59 527 847 141 197 89 Future Volume (veh/h) 59 527 847 141 197 89 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1870 1870 1870 Adj Flow Rate, veh/h 66 592 952 158 221 100 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222 Cap, veh/h 99 1925 2099 648 549 489 Arrive On Green 0.06 0.54 0.41 0.41 0.31 0.31 Sat Flow, veh/h 1781 3647 5274 1575 1781 1585 Grp Volume(v), veh/h 66 592 952 158 221 100 Grp Sat Flow(s),veh/h/ln 1781 1777 1702 1575 1781 1585 Q Serve(g_s), s 2.2 5.5 8.1 3.9 5.9 2.8 Cycle Q Clear(g_c), s 2.2 5.5 8.1 3.9 5.9 2.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 99 1925 2099 648 549 489 V/C Ratio(X) 0.67 0.31 0.45 0.24 0.40 0.20 Avail Cap(c_a), veh/h 193 1925 2099 648 549 489 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.83 0.83 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.8 7.6 12.8 11.6 16.4 15.3 Incr Delay (d2), s/veh 6.3 0.3 0.7 0.9 2.2 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.5 2.5 1.2 2.5 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.0 7.9 13.5 12.5 18.6 16.3 LnGrp LOS C ABBBB Approach Vol, veh/h 658 1110 321 Approach Delay, s/veh 10.5 13.4 17.9 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 37.0 23.0 7.8 29.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 18.5 6.5 21.5 Max Q Clear Time (g_c+I1), s 7.5 7.9 4.2 10.1 Green Ext Time (p_c), s 3.6 0.7 0.0 4.9 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B 6.1-4 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)18 613 50 33 814 24 139 2 92 50 1 44 Future Volume (vph)18 613 50 33 814 24 139 2 92 50 1 44 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)190 0 150 110 0 150 0 50 Storage Lanes 1 0 1 1 0 1 0 1 Taper Length (ft)120 90 90 90 Link Speed (mph)50 50 30 30 Link Distance (ft)2201 915 434 430 Travel Time (s)30.0 12.5 9.9 9.8 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)20 689 56 37 915 27 156 2 103 56 1 49 Shared Lane Traffic (%) Lane Group Flow (vph) 20 745 0 37 915 27 0 158 103 0 57 49 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-5 HCM 6th TWSC EAPC (2027) AM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 613 50 33 814 24 139 2 92 50 1 44 Future Vol, veh/h 18 613 50 33 814 24 139 2 92 50 1 44 Conflicting Peds, #/hr 5 00005000505 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 190 - - 150 - 110 - - 150 - - 50 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 20 689 56 37 915 27 156 2 103 56 1 49 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 947 0 0 745 0 0 1203 1778 378 1385 1779 468 Stage 1 ------757757-994994- Stage 2 ------4461021 - 391 785 - Critical Hdwy 5.34 - - 4.14 - - 6.99 6.54 6.94 6.99 6.54 7.14 Critical Hdwy Stg 1 ------6.54 5.54 - 7.34 5.54 - Critical Hdwy Stg 2 ------6.74 5.54 - 6.54 5.54 - Follow-up Hdwy 3.12 - - 2.22 - - 3.67 4.02 3.32 3.67 4.02 3.92 Pot Cap-1 Maneuver 415 - - 859 - - 165 82 620 124 81 463 Stage 1 ------356414-206321- Stage 2 ------530312-585402- Platoon blocked, % - - - - Mov Cap-1 Maneuver 413 - - 859 - - ~ 135 74 617 93 73 459 Mov Cap-2 Maneuver ------~ 13574-9373- Stage 1 ------339394-195306- Stage 2 ------449297-459383- Approach EB WB NB SB HCM Control Delay, s 0.4 0.4 127.6 55.9 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)133 617 413 - - 859 - - 93 459 HCM Lane V/C Ratio 1.191 0.168 0.049 - - 0.043 - - 0.616 0.108 HCM Control Delay (s) 203 12 14.2 - - 9.4 - - 92.2 13.8 HCM Lane LOS F B B - - A - - F B HCM 95th %tile Q(veh) 9.5 0.6 0.2 - - 0.1 - - 2.9 0.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 6.1-6 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr.With Improvements Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\102 - Existing Lanes WP_IMP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)18 613 50 33 814 24 139 2 92 50 1 44 Future Volume (vph)18 613 50 33 814 24 139 2 92 50 1 44 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)190 0 150 110 0 150 0 50 Storage Lanes 1 0 1 1 0 1 0 1 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 30 30 Link Distance (ft)2201 915 434 430 Travel Time (s)30.0 12.5 9.9 9.8 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)20 689 56 37 915 27 156 2 103 56 1 49 Shared Lane Traffic (%) Lane Group Flow (vph) 20 745 0 37 915 27 0 158 103 0 57 49 Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 6 8 8 4 4 Detector Phase 5 2 166888444 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 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.0 27.0 10.0 27.0 27.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (%)16.7% 45.0% 16.7% 45.0% 45.0% 38.3% 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 Total Lost Time (s)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 Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. 6.1-7 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr.With Improvements Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\102 - Existing Lanes WP_IMP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 613 50 33 814 24 139 2 92 50 1 44 Future Volume (veh/h) 18 613 50 33 814 24 139 2 92 50 1 44 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 20 689 56 37 915 27 156 2 103 56 1 49 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 42 1425 116 68 2262 698 119 1 489 119 1 486 Arrive On Green 0.02 0.29 0.29 0.04 0.44 0.44 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 3327 270 1781 5106 1576 0 3 1585 0 4 1577 Grp Volume(v), veh/h 20 368 377 37 915 27 158 0 103 57 0 49 Grp Sat Flow(s),veh/h/ln 1781 1777 1820 1781 1702 1576 3 0 1585 4 0 1577 Q Serve(g_s), s 0.7 10.3 10.3 1.2 7.3 0.6 0.0 0.0 2.9 0.0 0.0 1.3 Cycle Q Clear(g_c), s 0.7 10.3 10.3 1.2 7.3 0.6 18.5 0.0 2.9 18.5 0.0 1.3 Prop In Lane 1.00 0.15 1.00 1.00 0.99 1.00 0.98 1.00 Lane Grp Cap(c), veh/h 42 761 779 68 2262 698 120 0 489 120 0 486 V/C Ratio(X) 0.48 0.48 0.48 0.54 0.40 0.04 1.32 0.00 0.21 0.47 0.00 0.10 Avail Cap(c_a), veh/h 163 761 779 163 2262 698 120 0 489 120 0 486 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.2 15.9 15.9 28.3 11.3 9.5 29.9 0.0 15.3 29.6 0.0 14.8 Incr Delay (d2), s/veh 7.7 2.1 2.0 6.5 0.5 0.1 189.2 0.0 1.0 12.9 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 4.0 4.1 0.6 2.2 0.2 8.0 0.0 1.1 1.2 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.9 18.0 17.9 34.8 11.9 9.6 219.1 0.0 16.3 42.5 0.0 15.2 LnGrp LOS D B B C B A F A B D A B Approach Vol, veh/h 765 979 261 106 Approach Delay, s/veh 18.5 12.7 139.1 29.9 Approach LOS B B F C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.8 30.2 23.0 5.9 31.1 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 5.5 22.5 18.5 Max Q Clear Time (g_c+I1), s 3.2 12.3 20.5 2.7 9.3 20.5 Green Ext Time (p_c), s 0.0 2.9 0.0 0.0 4.7 0.0 Intersection Summary HCM 6th Ctrl Delay 31.3 HCM 6th LOS C 6.1-8 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)13 555 211 97 686 184 182 394 96 87 344 2 Future Volume (vph)13 555 211 97 686 184 182 394 96 87 344 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 50 255 300 245 205 255 215 Storage Lanes 1 1 2 1 2 1 2 0 Taper Length (ft)90 120 120 110 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)658 1639 1684 1545 Travel Time (s)9.0 22.4 20.9 19.2 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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)15 653 248 114 807 216 214 464 113 102 405 2 Shared Lane Traffic (%) Lane Group Flow (vph) 15 653 248 114 807 216 214 464 113 102 405 2 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 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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)16.0 50.0 50.0 17.0 51.0 51.0 14.0 39.0 39.0 14.0 39.0 39.0 Total Split (%)13.3% 41.7% 41.7% 14.2% 42.5% 42.5% 11.7% 32.5% 32.5% 11.7% 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 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 Lag Lead Lead Lag Lead Lead 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: 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: 4: Portola Rd. & Gerald Ford Dr. 6.1-9 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 555 211 97 686 184 182 394 96 87 344 2 Future Volume (veh/h) 13 555 211 97 686 184 182 394 96 87 344 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 15 653 248 114 807 0 214 464 113 102 405 0 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 Percent Heavy Veh, %222222222222 Cap, veh/h 115 819 363 171 1100 265 2682 830 155 2520 Arrive On Green 0.06 0.23 0.23 0.02 0.07 0.00 0.15 1.00 1.00 0.04 0.49 0.00 Sat Flow, veh/h 1781 3554 1575 3456 5106 1585 3456 5106 1581 3456 5106 1585 Grp Volume(v), veh/h 15 653 248 114 807 0 214 464 113 102 405 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1575 1728 1702 1585 1728 1702 1581 1728 1702 1585 Q Serve(g_s), s 1.0 20.8 13.9 3.9 18.6 0.0 7.2 0.0 0.0 3.5 5.2 0.0 Cycle Q Clear(g_c), s 1.0 20.8 13.9 3.9 18.6 0.0 7.2 0.0 0.0 3.5 5.2 0.0 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 115 819 363 171 1100 265 2682 830 155 2520 V/C Ratio(X)0.13 0.80 0.68 0.67 0.73 0.81 0.17 0.14 0.66 0.16 Avail Cap(c_a), veh/h 171 1347 597 360 1979 274 2682 830 274 2520 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.85 0.85 0.00 0.99 0.99 0.99 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.0 43.5 27.2 58.0 52.4 0.0 50.0 0.0 0.0 56.4 16.7 0.0 Incr Delay (d2), s/veh 0.5 1.8 2.3 3.8 0.8 0.0 15.8 0.1 0.3 4.7 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 9.0 5.2 1.8 8.5 0.0 3.4 0.0 0.1 1.6 1.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.5 45.4 29.5 61.8 53.2 0.0 65.7 0.1 0.3 61.1 16.9 0.0 LnGrp LOS D D C E D EAAEB Approach Vol, veh/h 916 921 A 791 507 A Approach Delay, s/veh 41.2 54.3 17.9 25.8 Approach LOS D D B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.9 67.5 10.4 32.1 13.7 63.7 12.2 30.3 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 9.5 34.5 12.5 45.5 9.5 34.5 11.5 46.5 Max Q Clear Time (g_c+I1), s 5.5 2.0 5.9 22.8 9.2 7.2 3.0 20.6 Green Ext Time (p_c), s 0.1 3.2 0.1 4.8 0.0 2.4 0.0 5.3 Intersection Summary HCM 6th Ctrl Delay 36.7 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 6.1-10 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 107 590 41 19 799 142 31 69 25 172 73 136 Future Volume (vph) 107 590 41 19 799 142 31 69 25 172 73 136 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 140 150 120 0 130 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)90 100 90 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 40 30 30 Link Distance (ft)1639 1573 599 673 Travel Time (s)22.4 26.8 13.6 15.3 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)129 711 49 23 963 171 37 83 30 207 88 164 Shared Lane Traffic (%) Lane Group Flow (vph) 129 711 49 23 963 171 37 113 0 207 252 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 4 Detector Phase 52216688 44 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)14.4 27.5 27.5 9.5 22.6 22.6 23.0 23.0 23.0 23.0 Total Split (%)24.0% 45.8% 45.8% 15.8% 37.7% 37.7% 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 All-Red Time (s)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 Total Lost Time (s)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 Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 5: Pacific Av. & Gerald Ford Dr. 6.1-11 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 107 590 41 19 799 142 31 69 25 172 73 136 Future Volume (veh/h) 107 590 41 19 799 142 31 69 25 172 73 136 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 129 711 49 23 963 171 37 83 30 207 88 164 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 166 2247 695 47 1906 589 376 799 275 482 548 486 Arrive On Green 0.09 0.44 0.44 0.03 0.37 0.37 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 5106 1580 1781 5106 1579 1124 2590 892 1275 1777 1577 Grp Volume(v), veh/h 129 711 49 23 963 171 37 56 57 207 88 164 Grp Sat Flow(s),veh/h/ln 1781 1702 1580 1781 1702 1579 1124 1777 1705 1275 1777 1577 Q Serve(g_s), s 4.2 5.4 1.1 0.8 8.7 4.6 1.6 1.3 1.4 8.3 2.2 4.8 Cycle Q Clear(g_c), s 4.2 5.4 1.1 0.8 8.7 4.6 6.4 1.3 1.4 9.8 2.2 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.52 1.00 1.00 Lane Grp Cap(c), veh/h 166 2247 695 47 1906 589 376 548 526 482 548 486 V/C Ratio(X) 0.78 0.32 0.07 0.49 0.51 0.29 0.10 0.10 0.11 0.43 0.16 0.34 Avail Cap(c_a), veh/h 294 2247 695 148 1906 589 376 548 526 482 548 486 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.74 0.74 0.74 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.6 10.9 9.7 28.8 14.5 13.2 18.5 14.8 14.9 18.3 15.1 16.0 Incr Delay (d2), s/veh 5.7 0.3 0.1 7.6 1.0 1.2 0.5 0.4 0.4 2.8 0.6 1.9 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 1.8 1.6 0.3 0.4 3.0 1.6 0.4 0.6 0.6 2.6 0.9 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.3 11.2 9.8 36.4 15.5 14.5 19.0 15.2 15.3 21.1 15.7 17.9 LnGrp LOS C B A D BBBBBCBB Approach Vol, veh/h 889 1157 150 459 Approach Delay, s/veh 14.2 15.7 16.2 18.9 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.1 30.9 23.0 10.1 26.9 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 23.0 18.5 9.9 18.1 18.5 Max Q Clear Time (g_c+I1), s 2.8 7.4 11.8 6.2 10.7 8.4 Green Ext Time (p_c), s 0.0 4.0 1.3 0.1 3.9 0.5 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B 6.1-12 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 535 123 49 780 64 80 41 113 80 27 101 Future Volume (vph) 129 535 123 49 780 64 80 41 113 80 27 101 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 165 175 120 102 0 85 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)1634 919 541 642 Travel Time (s)27.9 15.7 10.5 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)155 645 148 59 940 77 96 49 136 96 33 122 Shared Lane Traffic (%) Lane Group Flow (vph) 155 645 148 59 940 77 96 49 136 96 155 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 74438822266 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)15.0 26.7 26.7 10.8 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (%)25.0% 44.5% 44.5% 18.0% 37.5% 37.5% 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 Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 6: Technology Dr. & Gerald Ford Dr. 6.1-13 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 129 535 123 49 780 64 80 41 113 80 27 101 Future Volume (veh/h) 129 535 123 49 780 64 80 41 113 80 27 101 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 155 645 148 59 940 77 96 49 136 96 33 122 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 198 1115 342 276 1339 412 537 752 635 581 140 517 Arrive On Green 0.11 0.22 0.22 0.05 0.09 0.09 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1781 5106 1567 1781 5106 1570 1229 1870 1579 1195 348 1286 Grp Volume(v), veh/h 155 645 148 59 940 77 96 49 136 96 0 155 Grp Sat Flow(s),veh/h/ln 1781 1702 1567 1781 1702 1570 1229 1870 1579 1195 0 1633 Q Serve(g_s), s 5.1 6.8 4.9 1.9 10.7 2.7 3.4 1.0 3.4 3.2 0.0 3.8 Cycle Q Clear(g_c), s 5.1 6.8 4.9 1.9 10.7 2.7 7.1 1.0 3.4 4.2 0.0 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79 Lane Grp Cap(c), veh/h 198 1115 342 276 1339 412 537 752 635 581 0 656 V/C Ratio(X) 0.78 0.58 0.43 0.21 0.70 0.19 0.18 0.07 0.21 0.17 0.00 0.24 Avail Cap(c_a), veh/h 312 1889 580 276 1532 471 537 752 635 581 0 656 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.73 0.73 0.73 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.0 21.0 20.2 25.0 25.1 21.5 14.2 11.0 11.7 12.3 0.0 11.9 Incr Delay (d2), s/veh 6.7 0.5 0.9 0.3 0.9 0.2 0.7 0.2 0.8 0.6 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 2.4 1.7 0.8 4.6 0.9 0.9 0.4 1.1 0.8 0.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.7 21.5 21.1 25.2 26.0 21.6 14.9 11.2 12.5 12.9 0.0 12.7 LnGrp LOS CCCCCC BBBBAB Approach Vol, veh/h 948 1076 281 251 Approach Delay, s/veh 23.2 25.7 13.1 12.8 Approach LOS C C B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 28.6 13.8 17.6 28.6 11.2 20.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 6.3 22.2 18.0 10.5 18.0 Max Q Clear Time (g_c+I1), s 9.1 3.9 8.8 6.2 7.1 12.7 Green Ext Time (p_c), s 0.7 0.0 3.9 0.9 0.1 2.8 Intersection Summary HCM 6th Ctrl Delay 22.1 HCM 6th LOS C 6.1-14 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 418 196 142 32 292 140 146 609 31 188 1500 465 Future Volume (vph) 418 196 142 32 292 140 146 609 31 188 1500 465 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)919 837 1057 824 Travel Time (s)15.7 11.4 13.1 10.2 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)498 233 169 38 348 167 174 725 37 224 1786 554 Shared Lane Traffic (%) Lane Group Flow (vph) 498 233 169 38 348 167 174 725 37 224 1786 554 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 51.8 51.8 17.7 55.5 55.5 Total Split (%)23.3% 34.2% 7.9% 18.8% 18.8% 11.7% 43.2% 43.2% 14.8% 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: 7: Cook St. & Gerald Ford Dr. 6.1-15 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 418 196 142 32 292 140 146 609 31 188 1500 465 Future Volume (veh/h) 418 196 142 32 292 140 146 609 31 188 1500 465 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 498 233 0 38 348 167 174 725 37 224 1786 554 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 561 936 103 466 206 230 2423 750 284 2502 774 Arrive On Green 0.27 0.44 0.00 0.03 0.13 0.13 0.07 0.47 0.47 0.08 0.49 0.49 Sat Flow, veh/h 3456 3554 1585 3456 3554 1567 3456 5106 1580 3456 5106 1580 Grp Volume(v), veh/h 498 233 0 38 348 167 174 725 37 224 1786 554 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1567 1728 1702 1580 1728 1702 1580 Q Serve(g_s), s 16.6 4.9 0.0 1.3 11.3 12.4 5.9 10.4 1.5 7.6 32.9 33.0 Cycle Q Clear(g_c), s 16.6 4.9 0.0 1.3 11.3 12.4 5.9 10.4 1.5 7.6 32.9 33.0 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 561 936 103 466 206 230 2423 750 284 2502 774 V/C Ratio(X)0.89 0.25 0.37 0.75 0.81 0.76 0.30 0.05 0.79 0.71 0.72 Avail Cap(c_a), veh/h 677 1081 144 533 235 274 2423 750 380 2502 774 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)0.95 0.95 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 42.7 26.1 0.0 57.1 50.2 50.7 55.0 19.3 17.0 54.1 24.0 24.0 Incr Delay (d2), s/veh 11.6 0.1 0.0 2.2 5.0 17.2 9.6 0.3 0.1 7.8 1.8 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 2.0 0.0 0.6 5.2 5.7 2.8 3.9 0.5 3.5 12.3 12.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.3 26.3 0.0 59.3 55.2 67.9 64.6 19.6 17.1 61.9 25.8 29.6 LnGrp LOS D C EEEEBBECC Approach Vol, veh/h 731 A 553 936 2564 Approach Delay, s/veh 45.3 59.3 27.9 29.8 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.4 61.4 8.1 36.1 12.5 63.3 24.0 20.2 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 13.2 47.3 5.0 36.5 9.5 51.0 23.5 18.0 Max Q Clear Time (g_c+I1), s 9.6 12.4 3.3 6.9 7.9 35.0 18.6 14.4 Green Ext Time (p_c), s 0.2 4.8 0.0 1.4 0.1 11.6 0.9 0.9 Intersection Summary HCM 6th Ctrl Delay 35.2 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 6.1-16 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)50 66 115 74 23 60 41 611 42 40 572 39 Future Volume (vph)50 66 115 74 23 60 41 611 42 40 572 39 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)125 60 145 100 165 165 165 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft)90 90 120 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)1594 463 3682 1684 Travel Time (s)36.2 10.5 45.6 20.9 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)56 74 129 83 26 67 46 687 47 45 643 44 Shared Lane Traffic (%) Lane Group Flow (vph) 56 203 0 83 26 67 46 687 47 45 687 0 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)19.0 37.0 23.0 41.0 41.0 18.0 42.0 42.0 18.0 42.0 Total Split (%)15.8% 30.8% 19.2% 34.2% 34.2% 15.0% 35.0% 35.0% 15.0% 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 All-Red Time (s)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 Total Lost Time (s)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 Lead-Lag Optimize? 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 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: Portola Rd. & Julie Dr./College Dr. 6.1-17 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 66 115 74 23 60 41 611 42 40 572 39 Future Volume (veh/h) 50 66 115 74 23 60 41 611 42 40 572 39 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 56 74 129 83 26 67 46 687 47 45 643 44 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 73 88 153 106 306 257 59 3130 968 58 2988 203 Arrive On Green 0.04 0.14 0.14 0.06 0.16 0.16 0.03 0.61 0.61 0.06 1.00 1.00 Sat Flow, veh/h 1781 608 1059 1781 1870 1571 1781 5106 1579 1781 4881 332 Grp Volume(v), veh/h 56 0 203 83 26 67 46 687 47 45 447 240 Grp Sat Flow(s),veh/h/ln 1781 0 1667 1781 1870 1571 1781 1702 1579 1781 1702 1809 Q Serve(g_s), s 3.7 0.0 14.2 5.5 1.4 4.5 3.1 7.2 1.4 3.0 0.0 0.0 Cycle Q Clear(g_c), s 3.7 0.0 14.2 5.5 1.4 4.5 3.1 7.2 1.4 3.0 0.0 0.0 Prop In Lane 1.00 0.64 1.00 1.00 1.00 1.00 1.00 0.18 Lane Grp Cap(c), veh/h 73 0 241 106 306 257 59 3130 968 58 2084 1107 V/C Ratio(X) 0.77 0.00 0.84 0.78 0.08 0.26 0.77 0.22 0.05 0.78 0.21 0.22 Avail Cap(c_a), veh/h 215 0 451 275 569 478 200 3130 968 200 2084 1107 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 0.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.95 0.95 0.95 Uniform Delay (d), s/veh 57.0 0.0 50.0 55.7 42.6 43.8 57.5 10.4 9.3 55.7 0.0 0.0 Incr Delay (d2), s/veh 15.6 0.0 7.7 11.7 0.1 0.5 17.7 0.2 0.1 18.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 6.4 2.8 0.7 1.8 1.6 2.4 0.5 1.6 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.6 0.0 57.6 67.4 42.7 44.4 75.2 10.5 9.3 74.4 0.2 0.4 LnGrp LOS EAEEDDEBAEAA Approach Vol, veh/h 259 176 780 732 Approach Delay, s/veh 60.9 55.0 14.3 4.9 Approach LOS E D B A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.4 78.1 11.7 21.9 8.5 78.0 9.4 24.1 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 13.5 37.5 18.5 32.5 13.5 37.5 14.5 36.5 Max Q Clear Time (g_c+I1), s 5.0 9.2 7.5 16.2 5.1 2.0 5.7 6.5 Green Ext Time (p_c), s 0.0 4.5 0.1 1.0 0.0 4.1 0.1 0.3 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C 6.1-18 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)80 331 138 155 672 26 131 618 72 54 621 86 Future Volume (vph)80 331 138 155 672 26 131 618 72 54 621 86 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)701 1558 512 3682 Travel Time (s)9.6 21.2 6.3 45.6 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph)91 376 157 176 764 30 149 702 82 61 706 98 Shared Lane Traffic (%) Lane Group Flow (vph) 91 376 157 176 764 30 149 702 82 61 804 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 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 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)9.8 20.0 20.0 10.0 20.2 20.2 9.5 20.5 20.5 9.5 20.5 Total Split (%)16.3% 33.3% 33.3% 16.7% 33.7% 33.7% 15.8% 34.2% 34.2% 15.8% 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 0.5 1.0 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 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None 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: 9: Portola Av. & Frank Sinatra Dr. 6.1-19 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 331 138 155 672 26 131 618 72 54 621 86 Future Volume (veh/h) 80 331 138 155 672 26 131 618 72 54 621 86 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 91 376 157 176 764 30 149 702 82 61 706 98 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 116 810 359 163 903 400 148 1757 543 95 1423 196 Arrive On Green 0.07 0.23 0.23 0.09 0.25 0.25 0.08 0.34 0.34 0.05 0.31 0.31 Sat Flow, veh/h 1781 3554 1575 1781 3554 1576 1781 5106 1578 1781 4535 624 Grp Volume(v), veh/h 91 376 157 176 764 30 149 702 82 61 528 276 Grp Sat Flow(s),veh/h/ln 1781 1777 1575 1781 1777 1576 1781 1702 1578 1781 1702 1755 Q Serve(g_s), s 3.0 5.5 5.1 5.5 12.3 0.9 5.0 6.3 2.2 2.0 7.6 7.7 Cycle Q Clear(g_c), s 3.0 5.5 5.1 5.5 12.3 0.9 5.0 6.3 2.2 2.0 7.6 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.36 Lane Grp Cap(c), veh/h 116 810 359 163 903 400 148 1757 543 95 1068 551 V/C Ratio(X) 0.78 0.46 0.44 1.08 0.85 0.07 1.00 0.40 0.15 0.64 0.49 0.50 Avail Cap(c_a), veh/h 157 948 420 163 959 425 148 1757 543 148 1068 551 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 Uniform Delay (d), s/veh 27.6 20.0 19.9 27.3 21.3 17.0 27.5 15.0 13.6 27.8 16.7 16.8 Incr Delay (d2), s/veh 16.1 0.4 0.8 92.7 6.8 0.1 74.9 0.7 0.6 7.0 1.6 3.2 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 1.7 2.0 1.7 6.2 5.1 0.3 4.9 2.0 0.7 0.9 2.6 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.7 20.4 20.7 120.0 28.0 17.1 102.4 15.6 14.2 34.8 18.3 19.9 LnGrp LOS D C C F C B F B B C B B Approach Vol, veh/h 624 970 933 865 Approach Delay, s/veh 23.9 44.4 29.4 20.0 Approach LOS C D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.7 24.6 10.0 17.7 9.5 22.8 8.4 19.2 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 5.5 16.0 5.0 16.5 5.3 16.2 Max Q Clear Time (g_c+I1), s 4.0 8.3 7.5 7.5 7.0 9.7 5.0 14.3 Green Ext Time (p_c), s 0.0 2.8 0.0 1.7 0.0 2.5 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 30.3 HCM 6th LOS C 6.1-20 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)71 430 189 204 776 142 272 580 208 146 641 86 Future Volume (vph)71 430 189 204 776 142 272 580 208 146 641 86 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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)84 506 222 240 913 167 320 682 245 172 754 101 Shared Lane Traffic (%) Lane Group Flow (vph) 84 506 222 240 913 167 320 682 245 172 754 101 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 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)13.3 26.3 26.3 26.0 39.0 39.0 32.0 42.7 42.7 25.0 35.7 35.7 Total Split (%)11.1% 21.9% 21.9% 21.7% 32.5% 32.5% 26.7% 35.6% 35.6% 20.8% 29.8% 29.8% 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 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 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 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 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: 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: Portola Av. & Country Club Dr. 6.1-21 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 430 189 204 776 142 272 580 208 146 641 86 Future Volume (veh/h) 71 430 189 204 776 142 272 580 208 146 641 86 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 84 506 222 240 913 167 320 682 245 172 754 101 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 Percent Heavy Veh, %222222222222 Cap, veh/h 106 672 298 268 997 442 349 1441 640 201 1146 509 Arrive On Green 0.06 0.19 0.19 0.15 0.28 0.28 0.20 0.41 0.41 0.11 0.32 0.32 Sat Flow, veh/h 1781 3554 1572 1781 3554 1577 1781 3554 1579 1781 3554 1578 Grp Volume(v), veh/h 84 506 222 240 913 167 320 682 245 172 754 101 Grp Sat Flow(s),veh/h/ln 1781 1777 1572 1781 1777 1577 1781 1777 1579 1781 1777 1578 Q Serve(g_s), s 5.6 16.2 16.0 15.9 29.9 10.2 21.1 16.9 13.1 11.4 21.9 5.6 Cycle Q Clear(g_c), s 5.6 16.2 16.0 15.9 29.9 10.2 21.1 16.9 13.1 11.4 21.9 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 106 672 298 268 997 442 349 1441 640 201 1146 509 V/C Ratio(X) 0.79 0.75 0.75 0.89 0.92 0.38 0.92 0.47 0.38 0.85 0.66 0.20 Avail Cap(c_a), veh/h 131 672 298 319 1036 460 408 1441 640 304 1146 509 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.7 46.0 45.9 50.0 41.8 34.7 47.3 26.2 25.1 52.3 35.0 29.4 Incr Delay (d2), s/veh 22.9 4.8 9.9 23.2 12.1 0.5 23.2 1.1 1.7 13.8 3.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 7.3 6.8 8.5 14.1 3.8 11.1 6.9 5.0 5.6 9.4 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.6 50.8 55.8 73.2 54.0 35.3 70.5 27.4 26.8 66.1 37.9 30.3 LnGrp LOS E D E E D D E C C E D C Approach Vol, veh/h 812 1320 1247 1027 Approach Delay, s/veh 55.0 55.1 38.3 41.9 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.1 52.7 22.6 26.7 28.0 42.7 11.6 37.6 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 20.5 38.7 21.5 22.3 27.5 31.7 8.8 35.0 Max Q Clear Time (g_c+I1), s 13.4 18.9 17.9 18.2 23.1 23.9 7.6 31.9 Green Ext Time (p_c), s 0.2 4.7 0.2 1.5 0.4 2.9 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 47.3 HCM 6th LOS D 6.1-22 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 279 298 197 97 291 425 155 717 68 542 1513 348 Future Volume (vph) 279 298 197 97 291 425 155 717 68 542 1513 348 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)285 190 160 180 255 0 170 240 Storage Lanes 2 0 2 1 2 0 2 1 Taper Length (ft)120 120 170 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 55 55 Link Distance (ft)738 1225 3625 489 Travel Time (s)11.2 18.6 44.9 6.1 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 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)310 331 219 108 323 472 172 797 76 602 1681 387 Shared Lane Traffic (%) Lane Group Flow (vph) 310 331 219 108 323 472 172 873 0 602 1681 387 Turn Type Prot NA Perm Prot NA Free Prot NA Prot NA Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free Free Detector Phase 74438 52 16 Switch Phase Minimum Initial (s)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 9.5 22.5 9.5 22.5 Total Split (s)22.0 32.0 32.0 13.0 23.0 16.0 40.0 35.0 59.0 Total Split (%)18.3% 26.7% 26.7% 10.8% 19.2% 13.3% 33.3% 29.2% 49.2% Yellow Time (s)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 Lost Time Adjust (s) 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 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None 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: 80 Control Type: Actuated-Coordinated Splits and Phases: 11: Monterey Av. & Dinah Shore Dr. 6.1-23 HCM 6th Signalized Intersection Summary EAPC (2027) AM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 279 298 197 97 291 425 155 717 68 542 1513 348 Future Volume (veh/h) 279 298 197 97 291 425 155 717 68 542 1513 348 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 310 331 219 108 323 0 172 797 76 602 1681 0 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 375 639 283 161 420 230 2018 191 684 2843 Arrive On Green 0.11 0.18 0.18 0.05 0.12 0.00 0.07 0.43 0.43 0.20 0.56 0.00 Sat Flow, veh/h 3456 3554 1572 3456 3554 1585 3456 4742 450 3456 5106 1585 Grp Volume(v), veh/h 310 331 219 108 323 0 172 571 302 602 1681 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1572 1728 1777 1585 1728 1702 1788 1728 1702 1585 Q Serve(g_s), s 10.5 10.1 15.9 3.7 10.6 0.0 5.9 13.9 14.0 20.3 26.1 0.0 Cycle Q Clear(g_c), s 10.5 10.1 15.9 3.7 10.6 0.0 5.9 13.9 14.0 20.3 26.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 1.00 Lane Grp Cap(c), veh/h 375 639 283 161 420 230 1449 761 684 2843 V/C Ratio(X)0.83 0.52 0.77 0.67 0.77 0.75 0.39 0.40 0.88 0.59 Avail Cap(c_a), veh/h 504 814 360 245 548 331 1449 761 878 2843 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 52.4 44.5 46.9 56.3 51.3 0.0 55.0 23.8 23.8 46.7 17.6 0.0 Incr Delay (d2), s/veh 8.2 0.7 7.8 4.7 4.9 0.0 5.4 0.8 1.5 8.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 4.4 6.7 1.7 4.9 0.0 2.6 5.4 5.8 9.1 9.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.6 45.1 54.7 61.0 56.2 0.0 60.4 24.6 25.4 55.2 18.5 0.0 LnGrp LOS E D D E E E C C E B Approach Vol, veh/h 860 431 A 1045 2283 A Approach Delay, s/veh 53.2 57.4 30.7 28.2 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.2 55.6 10.1 26.1 12.5 71.3 17.5 18.7 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 30.5 35.5 8.5 27.5 11.5 54.5 17.5 18.5 Max Q Clear Time (g_c+I1), s 22.3 16.0 5.7 17.9 7.9 28.1 12.5 12.6 Green Ext Time (p_c), s 1.4 4.8 0.1 1.9 0.2 12.8 0.5 0.9 Intersection Summary HCM 6th Ctrl Delay 36.1 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 6.1-24 Lanes, Volumes, Timings EAPC (2027) AM Peak Hour 12: Julie Dr. & St. "A" Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 123 70 25 47 79 44 Future Volume (vph) 123 70 25 47 79 44 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)254 1594 1667 Travel Time (s)5.8 36.2 37.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)134 76 27 51 86 48 Shared Lane Traffic (%) Lane Group Flow (vph) 0 210 78 0 134 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-25 HCM 6th Roundabout EAPC (2027) AM Peak Hour 12: Julie Dr. & St. "A" Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.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 210 78 134 Demand Flow Rate, veh/h 215 80 137 Vehicles Circulating, veh/h 88 137 28 Vehicles Exiting, veh/h 77 166 189 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.4 3.6 3.6 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 215 80 137 Cap Entry Lane, veh/h 1261 1200 1341 Entry HV Adj Factor 0.979 0.981 0.978 Flow Entry, veh/h 210 78 134 Cap Entry, veh/h 1235 1177 1312 V/C Ratio 0.170 0.067 0.102 Control Delay, s/veh 4.4 3.6 3.6 LOS A A A 95th %tile Queue, veh 1 0 0 6.1-26 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 261 557 97 220 548 183 128 1379 226 177 1167 258 Future Volume (vph) 261 557 97 220 548 183 128 1379 226 177 1167 258 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 165 190 210 200 0 200 315 Storage Lanes 2 1 2 0 2 0 2 1 Taper Length (ft)90 140 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)511 1502 732 1716 Travel Time (s)7.0 20.5 9.1 21.3 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)275 586 102 232 577 193 135 1452 238 186 1228 272 Shared Lane Traffic (%) Lane Group Flow (vph) 275 586 102 232 577 193 135 1690 0 186 1228 272 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 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 9.5 22.5 9.5 22.5 22.5 Total Split (s)19.0 33.0 33.0 17.0 31.0 31.0 14.0 55.0 15.0 56.0 56.0 Total Split (%)15.8% 27.5% 27.5% 14.2% 25.8% 25.8% 11.7% 45.8% 12.5% 46.7% 46.7% 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 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: 1: Monterey Av. & Gerald Ford Dr. 6.1-27 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 1: Monterey Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 261 557 97 220 548 183 128 1379 226 177 1167 258 Future Volume (veh/h) 261 557 97 220 548 183 128 1379 226 177 1167 258 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 275 586 102 232 577 193 135 1452 238 186 1228 0 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 335 726 322 292 682 302 191 2169 355 243 2584 Arrive On Green 0.10 0.20 0.20 0.06 0.13 0.13 0.06 0.49 0.49 0.07 0.51 0.00 Sat Flow, veh/h 3456 3554 1573 3456 3554 1573 3456 4418 723 3456 5106 1585 Grp Volume(v), veh/h 275 586 102 232 577 193 135 1118 572 186 1228 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1573 1728 1777 1573 1728 1702 1738 1728 1702 1585 Q Serve(g_s), s 9.4 18.9 6.6 8.0 19.1 14.0 4.6 29.9 30.0 6.3 18.8 0.0 Cycle Q Clear(g_c), s 9.4 18.9 6.6 8.0 19.1 14.0 4.6 29.9 30.0 6.3 18.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.42 1.00 1.00 Lane Grp Cap(c), veh/h 335 726 322 292 682 302 191 1671 853 243 2584 V/C Ratio(X) 0.82 0.81 0.32 0.79 0.85 0.64 0.71 0.67 0.67 0.77 0.48 Avail Cap(c_a), veh/h 418 844 374 360 785 347 274 1671 853 302 2584 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 53.2 45.5 40.6 55.6 50.6 48.4 55.7 23.2 23.2 54.8 19.3 0.0 Incr Delay (d2), s/veh 10.1 5.1 0.6 8.6 6.9 2.8 4.8 2.1 4.2 8.8 0.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 8.5 2.5 3.8 9.2 5.8 2.1 11.3 12.0 2.9 6.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.3 50.6 41.2 64.2 57.5 51.2 60.5 25.3 27.4 63.6 19.9 0.0 LnGrp LOS E D D E E D E C C E B Approach Vol, veh/h 963 1002 1825 1414 A Approach Delay, s/veh 53.2 57.8 28.6 25.7 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.9 63.4 14.6 29.0 11.1 65.2 16.1 27.5 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 10.5 50.5 12.5 28.5 9.5 51.5 14.5 26.5 Max Q Clear Time (g_c+I1), s 8.3 32.0 10.0 20.9 6.6 20.8 11.4 21.1 Green Ext Time (p_c), s 0.1 10.2 0.2 2.3 0.1 8.9 0.3 2.0 Intersection Summary HCM 6th Ctrl Delay 38.0 HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 6.1-28 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 122 838 813 164 185 174 Future Volume (vph) 122 838 813 164 185 174 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)195 125 0 0 Storage Lanes 1 1 1 1 Taper Length (ft) 120 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 30 Link Distance (ft)1502 2201 993 Travel Time (s)20.5 30.0 22.6 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)134 921 893 180 203 191 Shared Lane Traffic (%) Lane Group Flow (vph) 134 921 893 180 203 191 Turn Type Prot NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Detector Phase 526644 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)14.6 37.5 22.9 22.9 22.5 22.5 Total Split (%)24.3% 62.5% 38.2% 38.2% 37.5% 37.5% 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 Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None C-Max C-Max C-Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Gerald Ford Dr. & Gateway 6.1-29 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 2: Gerald Ford Dr. & Gateway Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 122 838 813 164 185 174 Future Volume (veh/h) 122 838 813 164 185 174 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1870 1870 1870 Adj Flow Rate, veh/h 134 921 893 180 203 191 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222 Cap, veh/h 172 1955 1931 596 534 476 Arrive On Green 0.10 0.55 0.38 0.38 0.30 0.30 Sat Flow, veh/h 1781 3647 5274 1575 1781 1585 Grp Volume(v), veh/h 134 921 893 180 203 191 Grp Sat Flow(s),veh/h/ln 1781 1777 1702 1575 1781 1585 Q Serve(g_s), s 4.4 9.4 7.9 4.8 5.4 5.8 Cycle Q Clear(g_c), s 4.4 9.4 7.9 4.8 5.4 5.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 172 1955 1931 596 534 476 V/C Ratio(X) 0.78 0.47 0.46 0.30 0.38 0.40 Avail Cap(c_a), veh/h 300 1955 1931 596 534 476 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.60 0.60 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.5 8.2 14.1 13.1 16.6 16.7 Incr Delay (d2), s/veh 4.5 0.5 0.8 1.3 2.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 2.4 2.5 1.6 2.3 5.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.0 8.7 14.9 14.4 18.6 19.2 LnGrp LOS C ABBBB Approach Vol, veh/h 1055 1073 394 Approach Delay, s/veh 11.5 14.8 18.9 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 37.5 22.5 10.3 27.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 10.1 18.4 Max Q Clear Time (g_c+I1), s 11.4 7.8 6.4 9.9 Green Ext Time (p_c), s 5.9 0.9 0.1 3.9 Intersection Summary HCM 6th Ctrl Delay 14.1 HCM 6th LOS B 6.1-30 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)41 877 149 98 857 41 92 1 60 20 2 24 Future Volume (vph)41 877 149 98 857 41 92 1 60 20 2 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)190 0 150 110 0 150 0 50 Storage Lanes 1 0 1 1 0 1 0 1 Taper Length (ft)120 90 90 90 Link Speed (mph)50 50 30 30 Link Distance (ft)2201 915 434 430 Travel Time (s)30.0 12.5 9.9 9.8 Confl. Peds. (#/hr)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)43 923 157 103 902 43 97 1 63 21 2 25 Shared Lane Traffic (%) Lane Group Flow (vph) 43 1080 0 103 902 43 0 98 63 0 23 25 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-31 HCM 6th TWSC EAPC (2027) PM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 23.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 877 149 98 857 41 92 1 60 20 2 24 Future Vol, veh/h 41 877 149 98 857 41 92 1 60 20 2 24 Conflicting Peds, #/hr 5 00005000505 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 190 - - 150 - 110 - - 150 - - 50 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 43 923 157 103 902 43 97 1 63 21 2 25 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 950 0 0 1080 0 0 1661 2244 545 1666 2279 461 Stage 1 ------1088 1088 - 1113 1113 - Stage 2 ------5731156 - 553 1166 - Critical Hdwy 5.34 - - 4.14 - - 6.99 6.54 6.94 6.99 6.54 7.14 Critical Hdwy Stg 1 ------6.54 5.54 - 7.34 5.54 - Critical Hdwy Stg 2 ------6.74 5.54 - 6.54 5.54 - Follow-up Hdwy 3.12 - - 2.22 - - 3.67 4.02 3.32 3.67 4.02 3.92 Pot Cap-1 Maneuver 414 - - 641 - - ~ 81 41 482 80 39 468 Stage 1 ------225290-170282- Stage 2 ------443269-470266- Platoon blocked, % - - - - Mov Cap-1 Maneuver 412 - - 641 - - ~ 58 31 480 54 29 464 Mov Cap-2 Maneuver ------~ 5831-5429- Stage 1 ------202260-151235- Stage 2 ------347225-362238- Approach EB WB NB SB HCM Control Delay, s 0.6 1.2 $ 311.2 68.2 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)57 480 412 - - 641 - - 50 464 HCM Lane V/C Ratio 1.717 0.132 0.105 - - 0.161 - - 0.463 0.054 HCM Control Delay (s) $ 503.2 13.6 14.8 - - 11.7 - - 128.2 13.2 HCM Lane LOS F B B - - B - - F B HCM 95th %tile Q(veh) 9.1 0.5 0.3 - - 0.6 - - 1.7 0.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 6.1-32 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr.With Improvements Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\102 - Existing Lanes WP_IMP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)41 877 149 98 857 41 92 1 60 20 2 24 Future Volume (vph)41 877 149 98 857 41 92 1 60 20 2 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)190 0 150 110 0 150 0 50 Storage Lanes 1 0 1 1 0 1 0 1 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 30 30 Link Distance (ft)2201 915 434 430 Travel Time (s)30.0 12.5 9.9 9.8 Confl. Peds. (#/hr)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)43 923 157 103 902 43 97 1 63 21 2 25 Shared Lane Traffic (%) Lane Group Flow (vph) 43 1080 0 103 902 43 0 98 63 0 23 25 Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 6 8 8 4 4 Detector Phase 5 2 166888444 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 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)10.2 26.7 10.8 27.3 27.3 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (%)17.0% 44.5% 18.0% 45.5% 45.5% 37.5% 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 Total Lost Time (s)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 Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr. 6.1-33 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 3: St. "A"/Rembrandt Pkwy. & Gerald Ford Dr.With Improvements Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\102 - Existing Lanes WP_IMP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 877 149 98 857 41 92 1 60 20 2 24 Future Volume (veh/h) 41 877 149 98 857 41 92 1 60 20 2 24 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 43 923 157 103 902 43 97 1 63 21 2 25 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 76 1216 207 132 2208 681 119 1 476 115 6 473 Arrive On Green 0.01 0.13 0.13 0.07 0.43 0.43 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 3035 516 1781 5106 1576 0 2 1585 0 20 1577 Grp Volume(v), veh/h 43 540 540 103 902 43 98 0 63 23 0 25 Grp Sat Flow(s),veh/h/ln 1781 1777 1774 1781 1702 1576 2 0 1585 20 0 1577 Q Serve(g_s), s 1.4 17.6 17.6 3.4 7.3 1.0 0.0 0.0 1.7 0.0 0.0 0.7 Cycle Q Clear(g_c), s 1.4 17.6 17.6 3.4 7.3 1.0 18.0 0.0 1.7 18.0 0.0 0.7 Prop In Lane 1.00 0.29 1.00 1.00 0.99 1.00 0.91 1.00 Lane Grp Cap(c), veh/h 76 712 711 132 2208 681 120 0 476 121 0 473 V/C Ratio(X) 0.57 0.76 0.76 0.78 0.41 0.06 0.82 0.00 0.13 0.19 0.00 0.05 Avail Cap(c_a), veh/h 169 712 711 187 2208 681 120 0 476 121 0 473 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.89 0.89 0.89 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.0 23.2 23.2 27.3 11.7 9.9 29.9 0.0 15.3 25.4 0.0 14.9 Incr Delay (d2), s/veh 5.8 6.7 6.7 12.6 0.6 0.2 43.6 0.0 0.6 3.5 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 9.3 9.3 1.7 2.2 0.3 2.8 0.0 0.7 0.4 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.8 29.9 29.9 39.9 12.3 10.1 73.5 0.0 15.9 28.9 0.0 15.1 LnGrp LOS CCCD BBEABCAB Approach Vol, veh/h 1123 1048 161 48 Approach Delay, s/veh 30.1 14.9 51.0 21.7 Approach LOS C B D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 28.5 22.5 7.1 30.4 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.3 22.2 18.0 5.7 22.8 18.0 Max Q Clear Time (g_c+I1), s 5.4 19.6 20.0 3.4 9.3 20.0 Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 4.8 0.0 Intersection Summary HCM 6th Ctrl Delay 24.7 HCM 6th LOS C 6.1-34 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 718 221 184 790 142 202 508 208 168 486 11 Future Volume (vph)8 718 221 184 790 142 202 508 208 168 486 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)165 50 255 300 245 205 255 215 Storage Lanes 1 1 2 1 2 1 2 0 Taper Length (ft)90 120 120 110 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)658 1639 1684 1545 Travel Time (s)9.0 22.4 20.9 19.2 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)9 780 240 200 859 154 220 552 226 183 528 12 Shared Lane Traffic (%) Lane Group Flow (vph) 9 780 240 200 859 154 220 552 226 183 528 12 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 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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s)10.0 49.0 49.0 20.0 59.0 59.0 15.0 36.0 36.0 15.0 36.0 36.0 Total Split (%)8.3% 40.8% 40.8% 16.7% 49.2% 49.2% 12.5% 30.0% 30.0% 12.5% 30.0% 30.0% 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 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 Lag Lead Lead Lag Lead Lead 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: 120 Actuated Cycle Length: 120 Offset: 45 (38%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 4: Portola Rd. & Gerald Ford Dr. 6.1-35 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 4: Portola Rd. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 718 221 184 790 142 202 508 208 168 486 11 Future Volume (veh/h) 8 718 221 184 790 142 202 508 208 168 486 11 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 9 780 240 200 859 0 220 552 226 183 528 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 231 949 421 259 1085 278 2239 693 240 2184 Arrive On Green 0.13 0.27 0.27 0.15 0.42 0.00 0.03 0.14 0.14 0.07 0.43 0.00 Sat Flow, veh/h 1781 3554 1576 3456 5106 1585 3456 5106 1580 3456 5106 1585 Grp Volume(v), veh/h 9 780 240 200 859 0 220 552 226 183 528 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1576 1728 1702 1585 1728 1702 1580 1728 1702 1585 Q Serve(g_s), s 0.5 24.7 12.4 6.7 17.5 0.0 7.6 11.5 11.3 6.2 7.9 0.0 Cycle Q Clear(g_c), s 0.5 24.7 12.4 6.7 17.5 0.0 7.6 11.5 11.3 6.2 7.9 0.0 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 231 949 421 259 1085 278 2239 693 240 2184 V/C Ratio(X)0.04 0.82 0.57 0.77 0.79 0.79 0.25 0.33 0.76 0.24 Avail Cap(c_a), veh/h 231 1318 584 446 2319 302 2239 693 302 2184 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.85 0.85 0.00 0.96 0.96 0.96 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.7 41.3 23.6 50.0 32.2 0.0 57.4 33.7 19.0 54.9 21.9 0.0 Incr Delay (d2), s/veh 0.1 3.0 1.2 4.2 1.1 0.0 12.0 0.3 1.2 8.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 10.7 4.5 2.8 5.5 0.0 3.8 5.0 4.6 2.9 3.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.8 44.3 24.8 54.2 33.3 0.0 69.4 34.0 20.2 63.3 22.2 0.0 LnGrp LOS DDCDC ECCEC Approach Vol, veh/h 1029 1059 A 998 711 A Approach Delay, s/veh 39.8 37.3 38.7 32.8 Approach LOS DDDC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.8 57.1 13.5 36.5 14.2 55.8 20.0 30.0 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 10.5 31.5 15.5 44.5 10.5 31.5 5.5 54.5 Max Q Clear Time (g_c+I1), s 8.2 13.5 8.7 26.7 9.6 9.9 2.5 19.5 Green Ext Time (p_c), s 0.1 3.7 0.3 5.3 0.1 3.0 0.0 6.0 Intersection Summary HCM 6th Ctrl Delay 37.5 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 6.1-36 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 314 737 44 28 765 339 54 158 17 345 153 297 Future Volume (vph) 314 737 44 28 765 339 54 158 17 345 153 297 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 140 150 120 0 130 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft)90 100 90 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 40 30 30 Link Distance (ft)1639 1573 599 673 Travel Time (s)22.4 26.8 13.6 15.3 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)345 810 48 31 841 373 59 174 19 379 168 326 Shared Lane Traffic (%) Lane Group Flow (vph) 345 810 48 31 841 373 59 193 0 379 494 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 4 Detector Phase 52216688 44 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)14.0 27.7 27.7 9.8 23.5 23.5 22.5 22.5 22.5 22.5 Total Split (%)23.3% 46.2% 46.2% 16.3% 39.2% 39.2% 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 All-Red Time (s)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 Total Lost Time (s)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 Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 5: Pacific Av. & Gerald Ford Dr. 6.1-37 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 5: Pacific Av. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 314 737 44 28 765 339 54 158 17 345 153 297 Future Volume (veh/h) 314 737 44 28 765 339 54 158 17 345 153 297 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 345 810 48 31 841 373 59 174 19 379 168 326 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 282 2254 697 60 1617 500 226 970 105 428 533 473 Arrive On Green 0.05 0.15 0.15 0.03 0.32 0.32 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 5106 1580 1781 5106 1578 901 3234 349 1186 1777 1577 Grp Volume(v), veh/h 345 810 48 31 841 373 59 95 98 379 168 326 Grp Sat Flow(s),veh/h/ln 1781 1702 1580 1781 1702 1578 901 1777 1806 1186 1777 1577 Q Serve(g_s), s 9.5 8.6 1.6 1.0 8.1 12.7 3.7 2.4 2.4 15.6 4.4 10.9 Cycle Q Clear(g_c), s 9.5 8.6 1.6 1.0 8.1 12.7 14.7 2.4 2.4 18.0 4.4 10.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 1.00 Lane Grp Cap(c), veh/h 282 2254 697 60 1617 500 226 533 542 428 533 473 V/C Ratio(X) 1.22 0.36 0.07 0.52 0.52 0.75 0.26 0.18 0.18 0.89 0.32 0.69 Avail Cap(c_a), veh/h 282 2254 697 157 1617 500 226 533 542 428 533 473 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 18.0 15.0 28.5 16.8 18.3 25.0 15.5 15.5 23.7 16.2 18.5 Incr Delay (d2), s/veh 121.1 0.3 0.1 6.8 1.2 9.8 2.8 0.7 0.7 22.6 1.5 8.0 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 13.4 3.1 0.5 0.5 2.9 5.3 0.9 1.0 1.0 7.9 1.9 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 149.5 18.3 15.1 35.3 18.0 28.1 27.8 16.3 16.3 46.3 17.8 26.5 LnGrp LOS F B B D B C C B B D B C Approach Vol, veh/h 1203 1245 252 873 Approach Delay, s/veh 55.8 21.4 19.0 33.4 Approach LOS E C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.5 31.0 22.5 14.0 23.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.3 23.2 18.0 9.5 19.0 18.0 Max Q Clear Time (g_c+I1), s 3.0 10.6 20.0 11.5 14.7 16.7 Green Ext Time (p_c), s 0.0 4.1 0.0 0.0 2.5 0.2 Intersection Summary HCM 6th Ctrl Delay 35.8 HCM 6th LOS D 6.1-38 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 177 778 144 106 722 62 204 30 103 96 32 207 Future Volume (vph) 177 778 144 106 722 62 204 30 103 96 32 207 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 165 175 120 102 0 85 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 35 35 Link Distance (ft)1634 919 541 642 Travel Time (s)27.9 15.7 10.5 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)195 855 158 116 793 68 224 33 113 105 35 227 Shared Lane Traffic (%) Lane Group Flow (vph) 195 855 158 116 793 68 224 33 113 105 262 0 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 74438822266 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)13.0 24.3 24.3 11.2 22.5 22.5 24.5 24.5 24.5 24.5 24.5 Total Split (%)21.7% 40.5% 40.5% 18.7% 37.5% 37.5% 40.8% 40.8% 40.8% 40.8% 40.8% 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 Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 6: Technology Dr. & Gerald Ford Dr. 6.1-39 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 6: Technology Dr. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 177 778 144 106 722 62 204 30 103 96 32 207 Future Volume (veh/h) 177 778 144 106 722 62 204 30 103 96 32 207 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 195 855 158 116 793 68 224 33 113 105 35 227 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 239 1294 398 214 1220 375 439 751 634 604 87 561 Arrive On Green 0.13 0.25 0.25 0.04 0.08 0.08 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1781 5106 1569 1781 5106 1568 1115 1870 1579 1238 215 1397 Grp Volume(v), veh/h 195 855 158 116 793 68 224 33 113 105 0 262 Grp Sat Flow(s),veh/h/ln 1781 1702 1569 1781 1702 1568 1115 1870 1579 1238 0 1613 Q Serve(g_s), s 6.4 9.0 5.0 3.8 9.0 2.4 10.8 0.6 2.8 3.4 0.0 7.0 Cycle Q Clear(g_c), s 6.4 9.0 5.0 3.8 9.0 2.4 17.7 0.6 2.8 4.0 0.0 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 Lane Grp Cap(c), veh/h 239 1294 398 214 1220 375 439 751 634 604 0 648 V/C Ratio(X) 0.81 0.66 0.40 0.54 0.65 0.18 0.51 0.04 0.18 0.17 0.00 0.40 Avail Cap(c_a), veh/h 252 1685 518 214 1532 471 439 751 634 604 0 648 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.77 0.77 0.77 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.2 20.1 18.6 27.2 25.2 22.2 19.2 10.9 11.6 12.2 0.0 12.8 Incr Delay (d2), s/veh 17.5 0.6 0.6 2.2 0.5 0.2 4.2 0.1 0.6 0.6 0.0 1.9 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 3.6 3.2 1.7 1.7 3.7 0.8 3.0 0.3 0.9 0.9 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.8 20.7 19.2 29.4 25.7 22.3 23.4 11.0 12.2 12.8 0.0 14.7 LnGrp LOS D C B CCCC BBBAB Approach Vol, veh/h 1208 977 370 367 Approach Delay, s/veh 24.1 25.9 18.9 14.2 Approach LOS C C B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 28.6 11.7 19.7 28.6 12.6 18.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.0 6.7 19.8 20.0 8.5 18.0 Max Q Clear Time (g_c+I1), s 19.7 5.8 11.0 9.0 8.4 11.0 Green Ext Time (p_c), s 0.0 0.0 3.9 1.5 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 22.8 HCM 6th LOS C 6.1-40 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 605 331 139 64 306 175 216 1123 28 184 786 405 Future Volume (vph) 605 331 139 64 306 175 216 1123 28 184 786 405 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)919 837 1057 824 Travel Time (s)15.7 11.4 13.1 10.2 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)644 352 148 68 326 186 230 1195 30 196 836 431 Shared Lane Traffic (%) Lane Group Flow (vph) 644 352 148 68 326 186 230 1195 30 196 836 431 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 49.8 10.2 23.0 23.0 18.2 43.0 43.0 17.0 41.8 41.8 Total Split (%)30.8% 41.5% 8.5% 19.2% 19.2% 15.2% 35.8% 35.8% 14.2% 34.8% 34.8% 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 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: 7: Cook St. & Gerald Ford Dr. 6.1-41 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 7: Cook St. & Gerald Ford Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 605 331 139 64 306 175 216 1123 28 184 786 405 Future Volume (veh/h) 605 331 139 64 306 175 216 1123 28 184 786 405 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 644 352 0 68 326 186 230 1195 30 196 836 431 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 718 1103 129 497 219 290 2188 677 255 2136 661 Arrive On Green 0.35 0.52 0.00 0.04 0.14 0.14 0.08 0.43 0.43 0.07 0.42 0.42 Sat Flow, veh/h 3456 3554 1585 3456 3554 1568 3456 5106 1580 3456 5106 1579 Grp Volume(v), veh/h 644 352 0 68 326 186 230 1195 30 196 836 431 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1568 1728 1702 1580 1728 1702 1579 Q Serve(g_s), s 21.2 6.9 0.0 2.3 10.4 13.9 7.8 21.0 1.3 6.7 13.7 26.2 Cycle Q Clear(g_c), s 21.2 6.9 0.0 2.3 10.4 13.9 7.8 21.0 1.3 6.7 13.7 26.2 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 718 1103 129 497 219 290 2188 677 255 2136 661 V/C Ratio(X)0.90 0.32 0.53 0.66 0.85 0.79 0.55 0.04 0.77 0.39 0.65 Avail Cap(c_a), veh/h 936 1342 164 548 242 395 2188 677 360 2136 661 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)0.89 0.89 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 38.0 21.6 0.0 56.7 48.9 50.4 53.9 25.6 20.0 54.6 24.3 27.9 Incr Delay (d2), s/veh 8.4 0.1 0.0 3.3 2.5 22.1 7.6 1.0 0.1 6.3 0.5 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 2.6 0.0 1.0 4.6 6.6 3.6 8.0 0.5 3.0 5.2 10.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.3 21.7 0.0 60.0 51.4 72.5 61.5 26.6 20.1 60.8 24.8 32.9 LnGrp LOS D C E D E E C C E C C Approach Vol, veh/h 996 A 580 1455 1463 Approach Delay, s/veh 37.6 59.1 32.0 32.0 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.4 55.9 9.0 41.7 14.6 54.7 29.4 21.3 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 12.5 38.5 5.7 45.3 13.7 37.3 32.5 18.5 Max Q Clear Time (g_c+I1), s 8.7 23.0 4.3 8.9 9.8 28.2 23.2 15.9 Green Ext Time (p_c), s 0.2 6.7 0.0 2.3 0.3 4.4 1.7 0.7 Intersection Summary HCM 6th Ctrl Delay 36.7 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 6.1-42 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)67 44 73 87 54 41 109 816 76 99 725 67 Future Volume (vph)67 44 73 87 54 41 109 816 76 99 725 67 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)125 60 145 100 165 165 165 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft)90 90 120 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)1594 463 3682 1684 Travel Time (s)36.2 10.5 45.6 20.9 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)73 48 79 95 59 45 118 887 83 108 788 73 Shared Lane Traffic (%) Lane Group Flow (vph) 73 127 0 95 59 45 118 887 83 108 861 0 Turn Type Perm NA Perm NA Perm Prot NA Perm Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 Detector Phase 4 4 88852216 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)36.0 36.0 36.0 36.0 36.0 31.0 54.0 54.0 30.0 53.0 Total Split (%)30.0% 30.0% 30.0% 30.0% 30.0% 25.8% 45.0% 45.0% 25.0% 44.2% Yellow Time (s)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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)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 Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None 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: 55 Control Type: Actuated-Coordinated Splits and Phases: 8: Portola Rd. & Julie Dr./College Dr. 6.1-43 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 8: Portola Rd. & Julie Dr./College Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 44 73 87 54 41 109 816 76 99 725 67 Future Volume (veh/h) 67 44 73 87 54 41 109 816 76 99 725 67 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 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 73 48 79 95 59 45 118 887 83 108 788 73 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 235 104 171 180 307 258 146 3304 1022 136 3050 281 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.08 0.65 0.65 0.03 0.21 0.21 Sat Flow, veh/h 1281 632 1040 1257 1870 1571 1781 5106 1579 1781 4755 438 Grp Volume(v), veh/h 73 0 127 95 59 45 118 887 83 108 563 298 Grp Sat Flow(s),veh/h/ln 1281 0 1672 1257 1870 1571 1781 1702 1579 1781 1702 1789 Q Serve(g_s), s 6.3 0.0 8.2 8.9 3.3 3.0 7.8 8.9 2.4 7.2 16.5 16.7 Cycle Q Clear(g_c), s 9.5 0.0 8.2 17.1 3.3 3.0 7.8 8.9 2.4 7.2 16.5 16.7 Prop In Lane 1.00 0.62 1.00 1.00 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veh/h 235 0 274 180 307 258 146 3304 1022 136 2183 1148 V/C Ratio(X) 0.31 0.00 0.46 0.53 0.19 0.17 0.81 0.27 0.08 0.79 0.26 0.26 Avail Cap(c_a), veh/h 361 0 439 304 491 412 393 3304 1022 379 2183 1148 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 0.77 0.77 0.77 0.93 0.93 0.93 Uniform Delay (d), s/veh 47.4 0.0 45.4 53.1 43.3 43.2 54.1 9.0 7.9 57.5 23.5 23.5 Incr Delay (d2), s/veh 0.7 0.0 1.2 2.4 0.3 0.3 7.9 0.2 0.1 9.2 0.3 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 2.1 0.0 3.5 2.9 1.5 1.2 3.7 2.8 0.7 3.6 7.5 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.1 0.0 46.6 55.5 43.6 43.5 62.0 9.2 8.0 66.8 23.7 24.0 LnGrp LOS D A D E D D EAAECC Approach Vol, veh/h 200 199 1088 969 Approach Delay, s/veh 47.2 49.3 14.8 28.6 Approach LOS D D B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.7 82.1 24.2 14.3 81.5 24.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 49.5 31.5 26.5 48.5 31.5 Max Q Clear Time (g_c+I1), s 9.2 10.9 11.5 9.8 18.7 19.1 Green Ext Time (p_c), s 0.2 6.4 0.9 0.2 5.2 0.6 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C 6.1-44 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 123 666 124 132 401 33 145 864 111 86 698 101 Future Volume (vph) 123 666 124 132 401 33 145 864 111 86 698 101 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)701 1558 512 3682 Travel Time (s)9.6 21.2 6.3 45.6 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)131 709 132 140 427 35 154 919 118 91 743 107 Shared Lane Traffic (%) Lane Group Flow (vph) 131 709 132 140 427 35 154 919 118 91 850 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 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 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)9.8 20.0 20.0 9.8 20.0 20.0 10.2 20.0 20.0 10.2 20.0 Total Split (%)16.3% 33.3% 33.3% 16.3% 33.3% 33.3% 17.0% 33.3% 33.3% 17.0% 33.3% 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 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 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 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None 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: 9: Portola Av. & Frank Sinatra Dr. 6.1-45 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 9: Portola Av. & Frank Sinatra Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 666 124 132 401 33 145 864 111 86 698 101 Future Volume (veh/h) 123 666 124 132 401 33 145 864 111 86 698 101 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 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 131 709 132 140 427 35 154 919 118 91 743 107 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 157 869 385 157 869 385 169 1626 502 117 1303 186 Arrive On Green 0.09 0.24 0.24 0.09 0.24 0.24 0.09 0.32 0.32 0.07 0.29 0.29 Sat Flow, veh/h 1781 3554 1575 1781 3554 1575 1781 5106 1578 1781 4510 644 Grp Volume(v), veh/h 131 709 132 140 427 35 154 919 118 91 559 291 Grp Sat Flow(s),veh/h/ln 1781 1777 1575 1781 1777 1575 1781 1702 1578 1781 1702 1750 Q Serve(g_s), s 4.3 11.3 4.1 4.7 6.2 1.0 5.1 9.0 3.3 3.0 8.4 8.5 Cycle Q Clear(g_c), s 4.3 11.3 4.1 4.7 6.2 1.0 5.1 9.0 3.3 3.0 8.4 8.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37 Lane Grp Cap(c), veh/h 157 869 385 157 869 385 169 1626 502 117 983 506 V/C Ratio(X) 0.83 0.82 0.34 0.89 0.49 0.09 0.91 0.57 0.23 0.78 0.57 0.58 Avail Cap(c_a), veh/h 157 948 420 157 948 420 169 1626 502 169 983 506 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 0.96 0.96 0.96 Uniform Delay (d), s/veh 26.9 21.4 18.7 27.1 19.5 17.5 26.9 17.0 15.1 27.6 18.2 18.2 Incr Delay (d2), s/veh 30.0 5.2 0.5 41.6 0.4 0.1 44.2 1.4 1.1 12.9 2.3 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 4.5 1.3 3.5 2.2 0.3 3.9 3.0 1.1 1.5 2.9 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.9 26.6 19.2 68.6 19.9 17.6 71.1 18.4 16.2 40.5 20.4 22.7 LnGrp LOS E C BEBBEBBDCC Approach Vol, veh/h 972 602 1191 941 Approach Delay, s/veh 29.7 31.1 25.0 23.1 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.4 23.1 9.8 18.7 10.2 21.3 9.8 18.7 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 5.7 16.0 5.3 16.0 5.7 16.0 5.3 16.0 Max Q Clear Time (g_c+I1), s 5.0 11.0 6.7 13.3 7.1 10.5 6.3 8.2 Green Ext Time (p_c), s 0.0 2.5 0.0 1.3 0.0 2.3 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 26.7 HCM 6th LOS C 6.1-46 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 108 851 245 263 623 250 220 785 237 180 675 113 Future Volume (vph) 108 851 245 263 623 250 220 785 237 180 675 113 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)111 877 253 271 642 258 227 809 244 186 696 116 Shared Lane Traffic (%) Lane Group Flow (vph) 111 877 253 271 642 258 227 809 244 186 696 116 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 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)19.5 36.0 36.0 27.0 43.5 43.5 23.0 37.0 37.0 20.0 34.0 34.0 Total Split (%)16.3% 30.0% 30.0% 22.5% 36.3% 36.3% 19.2% 30.8% 30.8% 16.7% 28.3% 28.3% 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 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 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 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 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: 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: Portola Av. & Country Club Dr. 6.1-47 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 10: Portola Av. & Country Club Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 851 245 263 623 250 220 785 237 180 675 113 Future Volume (veh/h) 108 851 245 263 623 250 220 785 237 180 675 113 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 111 877 253 271 642 258 227 809 244 186 696 116 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 137 936 415 299 1259 559 254 1093 485 213 1011 449 Arrive On Green 0.08 0.26 0.26 0.17 0.35 0.35 0.14 0.31 0.31 0.12 0.28 0.28 Sat Flow, veh/h 1781 3554 1576 1781 3554 1578 1781 3554 1577 1781 3554 1577 Grp Volume(v), veh/h 111 877 253 271 642 258 227 809 244 186 696 116 Grp Sat Flow(s),veh/h/ln 1781 1777 1576 1781 1777 1578 1781 1777 1577 1781 1777 1577 Q Serve(g_s), s 7.4 29.0 16.9 17.9 17.1 15.1 15.0 24.5 15.2 12.3 20.9 6.8 Cycle Q Clear(g_c), s 7.4 29.0 16.9 17.9 17.1 15.1 15.0 24.5 15.2 12.3 20.9 6.8 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 137 936 415 299 1259 559 254 1093 485 213 1011 449 V/C Ratio(X) 0.81 0.94 0.61 0.91 0.51 0.46 0.89 0.74 0.50 0.87 0.69 0.26 Avail Cap(c_a), veh/h 223 948 420 334 1259 559 275 1093 485 230 1011 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.5 43.2 38.8 49.0 30.5 29.9 50.6 37.2 34.0 51.9 38.2 33.1 Incr Delay (d2), s/veh 10.8 16.1 2.5 25.7 0.3 0.6 27.5 4.5 3.7 27.5 3.8 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 14.2 6.5 9.8 7.0 5.6 8.3 10.7 6.1 6.9 9.1 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.3 59.3 41.3 74.8 30.9 30.5 78.1 41.7 37.7 79.5 42.0 34.5 LnGrp LOS E E D E C C E D D E D C Approach Vol, veh/h 1241 1171 1280 998 Approach Delay, s/veh 56.1 41.0 47.4 48.1 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.8 40.9 24.6 35.6 21.6 38.2 13.7 46.5 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 15.5 33.0 22.5 32.0 18.5 30.0 15.0 39.5 Max Q Clear Time (g_c+I1), s 14.3 26.5 19.9 31.0 17.0 22.9 9.4 19.1 Green Ext Time (p_c), s 0.1 3.0 0.2 0.7 0.1 2.6 0.1 4.7 Intersection Summary HCM 6th Ctrl Delay 48.3 HCM 6th LOS D 6.1-48 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 555 432 303 148 496 884 338 1381 133 601 1201 350 Future Volume (vph) 555 432 303 148 496 884 338 1381 133 601 1201 350 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)285 190 160 180 255 0 170 240 Storage Lanes 2 0 2 1 2 0 2 1 Taper Length (ft)120 120 170 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 55 55 Link Distance (ft)738 1225 3625 489 Travel Time (s)11.2 18.6 44.9 6.1 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)572 445 312 153 511 911 348 1424 137 620 1238 361 Shared Lane Traffic (%) Lane Group Flow (vph) 572 445 312 153 511 911 348 1561 0 620 1238 361 Turn Type Prot NA Perm Prot NA Free Prot NA Prot NA Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free Free Detector Phase 74438 52 16 Switch Phase Minimum Initial (s)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 9.5 22.5 9.5 22.5 Total Split (s)26.0 34.5 34.5 14.6 23.1 23.4 43.3 27.6 47.5 Total Split (%)21.7% 28.8% 28.8% 12.2% 19.3% 19.5% 36.1% 23.0% 39.6% Yellow Time (s)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 Lost Time Adjust (s) 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 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None 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: 11: Monterey Av. & Dinah Shore Dr. 6.1-49 HCM 6th Signalized Intersection Summary EAPC (2027) PM Peak Hour 11: Monterey Av. & Dinah Shore Dr. Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 555 432 303 148 496 884 338 1381 133 601 1201 350 Future Volume (veh/h) 555 432 303 148 496 884 338 1381 133 601 1201 350 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 572 445 312 153 511 0 348 1424 137 620 1238 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 619 972 431 210 551 414 1531 147 665 2022 Arrive On Green 0.18 0.27 0.27 0.06 0.15 0.00 0.12 0.32 0.32 0.19 0.40 0.00 Sat Flow, veh/h 3456 3554 1576 3456 3554 1585 3456 4735 455 3456 5106 1585 Grp Volume(v), veh/h 572 445 312 153 511 0 348 1024 537 620 1238 0 Grp Sat Flow(s),veh/h/ln 1728 1777 1576 1728 1777 1585 1728 1702 1786 1728 1702 1585 Q Serve(g_s), s 19.5 12.5 21.5 5.2 17.0 0.0 11.8 34.9 34.9 21.2 23.2 0.0 Cycle Q Clear(g_c), s 19.5 12.5 21.5 5.2 17.0 0.0 11.8 34.9 34.9 21.2 23.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 1.00 Lane Grp Cap(c), veh/h 619 972 431 210 551 414 1101 577 665 2022 V/C Ratio(X)0.92 0.46 0.72 0.73 0.93 0.84 0.93 0.93 0.93 0.61 Avail Cap(c_a), veh/h 619 972 431 291 551 544 1101 577 665 2022 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 48.4 36.2 39.5 55.4 50.0 0.0 51.7 39.3 39.3 47.7 28.9 0.0 Incr Delay (d2), s/veh 19.7 0.3 5.9 5.7 22.1 0.0 8.9 14.8 23.7 20.0 1.4 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 9.8 5.3 8.7 2.4 9.0 0.0 5.4 15.8 18.1 10.5 9.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.2 36.5 45.4 61.0 72.2 0.0 60.6 54.1 63.0 67.7 30.3 0.0 LnGrp LOS E D D E E E D E E C Approach Vol, veh/h 1329 664 A 1909 1858 A Approach Delay, s/veh 52.2 69.6 57.8 42.8 Approach LOS D E E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 27.6 43.3 11.8 37.3 18.9 52.0 26.0 23.1 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 23.1 38.8 10.1 30.0 18.9 43.0 21.5 18.6 Max Q Clear Time (g_c+I1), s 23.2 36.9 7.2 23.5 13.8 25.2 21.5 19.0 Green Ext Time (p_c), s 0.0 1.4 0.1 2.1 0.5 7.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 53.0 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 6.1-50 Lanes, Volumes, Timings EAPC (2027) PM Peak Hour 12: Julie Dr. & St. "A" Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)81 47 75 88 70 132 Future Volume (vph)81 47 75 88 70 132 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 30 30 Link Distance (ft)254 1594 1667 Travel Time (s)5.8 36.2 37.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)88 51 82 96 76 143 Shared Lane Traffic (%) Lane Group Flow (vph) 0 139 178 0 219 0 Sign Control Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-51 HCM 6th Roundabout EAPC (2027) PM Peak Hour 12: Julie Dr. & St. "A" Vitalia/Refuge Palm Desert Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14702\Synchro\02 - Existing Lanes WP.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 139 178 219 Demand Flow Rate, veh/h 142 182 224 Vehicles Circulating, veh/h 78 90 84 Vehicles Exiting, veh/h 230 130 188 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.8 4.1 4.4 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 142 182 224 Cap Entry Lane, veh/h 1274 1259 1267 Entry HV Adj Factor 0.979 0.980 0.978 Flow Entry, veh/h 139 178 219 Cap Entry, veh/h 1247 1234 1238 V/C Ratio 0.111 0.145 0.177 Control Delay, s/veh 3.8 4.1 4.4 LOS A A A 95th %tile Queue, veh 0 1 1 6.1-52 Queuing and Blocking Report Vitalia/Refuge Palm Desert Residential Traffic Analysis Vitalia/Refuge Palm Desert Residential Traffic Analysis EAPC (2027) AM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 8: Portola Rd. & Julie Dr./College Dr. Movement EB EB WB WB WB NB NB NB NB NB SB SB Directions Served L TR L T R L T T T R L T Maximum Queue (ft)86 159 99 52 36 63 70 73 101 28 59 55 Average Queue (ft)53 103 67 15 17 33 33 35 43 7 25 25 95th Queue (ft)87 171 104 57 36 70 74 78 104 27 57 61 Link Distance (ft)1441 386 3589 3589 3589 1572 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 125 145 100 165 165 165 Storage Blk Time (%)5 Queuing Penalty (veh)2 Intersection: 8: Portola Rd. & Julie Dr./College Dr. Movement SB SB Directions Served T TR Maximum Queue (ft)78 76 Average Queue (ft)35 39 95th Queue (ft)75 80 Link Distance (ft)1572 1572 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) 6.1-53 Queuing and Blocking Report Vitalia/Refuge Palm Desert Residential Traffic Analysis Vitalia/Refuge Palm Desert Residential Traffic Analysis EAPC (2027) PM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 8: Portola Rd. & Julie Dr./College Dr. Movement EB EB WB WB WB NB NB NB NB NB SB SB Directions Served L TR L T R L T T T R L T Maximum Queue (ft) 100 127 108 78 48 133 130 100 144 42 101 121 Average Queue (ft) 58 65 71 46 16 91 42 36 54 7 65 52 95th Queue (ft)99 121 121 92 45 145 109 93 135 29 106 116 Link Distance (ft)1441 386 3589 3589 3589 1572 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 125 145 100 165 165 165 Storage Blk Time (%)0200 00 0 0 Queuing Penalty (veh)0100 00 0 0 Intersection: 8: Portola Rd. & Julie Dr./College Dr. Movement SB SB Directions Served T TR Maximum Queue (ft) 158 161 Average Queue (ft) 69 82 95th Queue (ft)151 153 Link Distance (ft)1572 1572 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) 6.1-54