14.10 Appendix G-1 Traffic Impact Analysis — Cathedral City City Council, January 8, 2025

The Wren Multiple-Family Development Project
Appendix G-1
The Wren Project Transportation Analysis
Integrated Engineering Group
July 2024
Prepared for:

Coachella Valley Community Development Group
36101 Bob Hope Drive, Suite E5
Rancho Mirage, CA 92270
Prepared by:
23905 Clinton Keith Road, 114-280
Wildomar, CA 92595
July 2024
The Wren Project
Transportation Analysis

Wren Project TA Executive Summary
i

EXECUTIVE SUMMARY

Purpose of the Report
The purpose of this transportation analysis (TA) report is to identify and document potential traffic deficiencies related to The Wren project (Project) in Cathedral City, according to the County of Riverside Transportation Analysis Guidelines for Level of Service (LOS) and Vehicle Miles Traveled (VMT), December 2020 (Guidelines) . This technical report will also recommend transportation improvements to address potential project deficiencies at local and regional transportation facilities.

Project Overview
The Project will be developed on a vacant site located on the northeast corner of Date Palm Drive and future Rosemount Road extension. The Project is proposing the construction of 204 multi-family (low- rise) dwelling units.

Under existing conditions, Rosemount Road does not extend to Date Palm Drive. The Project will be conditioned to construct half-width roadway improvement along the property frontage on Rosemount Road including curb, gutter, sidewalk and paving. Therefore, access to the Project site will be provided via one proposed driveway along Rosemount Road extension and one existing driveway along Date Palm Drive through an access easement to the adjacent Northgate Community Church site. Additionally, the Project will construct a traffic signal at the new intersection of Rosemount Road and Date Palm Drive.

The Project trip generation was calculated using the ITE Trip Generation Manual (1 1th Edition). It is estimated that the Project will generate 1,375 total daily trips, 81 AM peak hour trips and 104 PM peak hour trips. Project trip distribution and assignment were developed, in coordination with the Cathedral City staff, based on the land use characteristics of the Project and surrounding area, existing travel patterns within the study area, anticipated travel patterns to and from the Project site, and approved projects located in the vicinity of the Project site. Analysis scenarios and study area were then established in coordination with City staff to determine the potential project deficiencies on the transportation network. Refer to Appendix A for approved scoping agreement.

Analysis Scenarios:
• Existing Conditions Year 2023
• Project Completion Year 2025 (Existing plus Ambient plus Project) • Cumulative Year 2025 (Existing plus Ambient plus Cumulative plus Project) • Horizon Year 2045 No Project Conditions
• Horizon Year Plus Project Conditions

Study Area Intersections:

1. Date Palm Drive and McCallum Way

2. Date Palm Drive and Rosemount Road

3. Date Palm Drive and 30th Avenue

Study Roadway Segments:

1. Date Palm Drive, McCallum Way to Rosemount Road

2. Date Palm Drive, Rosemount Road to 30th Avenue

Wren Project TA Executive Summary
ii
Analysis Results and Recommendations

Existing Year 2023
All study area intersections operate at acceptable level of service ( LOS) under Existing Year 2023.

Additionally, all roadway segments have capacity at an acceptable LOS under Existing Year 202 3.

Therefore, no improvements are required by this Project.

Project Completion Year 2025
All study area intersections operate at acceptable LOS under Project Completion Year 202 5 Conditions. Additionally, all roadway segments have capacity at an acceptable LOS under Project Completion Year 2025. Therefore, no improvements are required by this Project.

Cumulative Year 2025
All study area intersections operate at acceptable LOS under Cumulative Year 202 5 Conditions.

Additionally, all roadway segments have capacity at an acceptable LOS under C umulative Year 2026 Conditions. Therefore, no improvements are required by this Project.

Horizon Year 2045 Scenario
All study area intersections operate at acceptable LOS under Horizon Year 20 45 No Project and Horizon Year Plus Project Conditions. Additionally, a ll roadway segments have capacity at an acceptable LOS under Horizon Year 20 45 No Project and Horizon Year Plus Project Conditions.

Therefore, no improvements are required by this Project.

Recommended Improvements
The proposed traffic signal at the new intersection of Date Palm Drive and Rosemount Road will be constructed by whichever project completes their final phase first between Date Palm Drive Mixed Use, the Wren Project, and the Future Shopping Center west of Date Palm Drive and Rosemount Road intersection. The City of Cathedral City Transportation Department staff has requested a fair share assessment to determine the percentage of new traffic volumes added to the intersection of Date Palm Drive and Rosemount Road . The three proposed developments are expected to add a total of 12,166 ADTs to the subject intersection. The three projects will contribute to the funding of this transportation improvement based on their portion of total ADT generated as follows:

1. Wren Development is projected to add 1,375 ADTs (13.43%),

2. Date Plam Mixed Use is projected to add 1,668 ADTs (16.29%)

3. Future Shopping Center to the west of Date Palm Drive and Rosemount Road intersection is projected to add 7,199 ADTs (70.29%)

Project will be conditioned to construct the signal and ensure full signal operation prior to the issuance of project first certificate of occupancy.

Table ES -1 shows the project fair contribution toward the construction of the new signalized intersection at Date Palm Drive and Rosemount Road.

Wren Project TA Executive Summary
iii

Table 6-1
Project Feature Contributions
Project Project ADT Project Share %
Wren Project 1,375 13.43%
Date Palm Drive Mixed Use1 1,668 16.29%
Future Shopping Center 7,199 70.29%
Total 12,116
Notes:
1 Assumed Scenario 1 as the viable option for this Date Palm Drive Mixed Use , since their Scenario 2, which includes the Vallarta Supermarket, is no longer a viable option because Vallarta has acquired the property to the west of Date Palm Drive to constr uct the supermarket

Future Date Palm Drive and Rosemount Road signalized intersection ultimate geometry will include the following:

1. Northbound – three thru lanes, one left turn lane and one exclusive right turn lane

2. Southbound – three thru lanes, one left turn lane and one exclusive right turn lane

3. Eastbound – one left turn lane and one thru-right turn lane

4. Westbound – one left turn lane, one thru lane and one exclusive right turn lane

VMT Screening Assessment
The Project is not anticipated to result in a significant transportation impact related to VMT under Base Year 2018, Opening Year 2025, or Horizon Year 2045 scenarios. VMT analysis is provided in a separate document.

The Wren TA Table of Content
i
Table of Contents
EXECUTIVE SUMMARY ............................................................................................................................................... I Purpose of the Report ..................................................................................................................................... i Project Overview ............................................................................................................................................. i Analysis Results and Recommendations ........................................................................................................ ii

1.0 PROJECT INTRODUCTION .............................................................................................................................. 1 PROJECT DESCRIPTION ............................................................................................................................................. 1 STUDY AREA .......................................................................................................................................................... 1 PROJECT TRIP GENERATION ....................................................................................................................................... 1 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT ............................................................................................................. 2 PROJECT ACCESS ..................................................................................................................................................... 2 PARKING ............................................................................................................................................................... 2

2.0 METHODOLOGIES ....................................................................................................................................... 6 ANALYSIS SCENARIOS ............................................................................................................................................... 6 STUDY TIME PERIODS ............................................................................................................................................... 6 ANALYSIS METHODOLOGIES ...................................................................................................................................... 6 Intersection Capacity Analysis ....................................................................................................................... 7 Signalized Intersections .......................................................................................................................................... 7 Traffic Signal Warrant Analysis ..................................................................................................................... 8 City of Cathedral City 2040 General Plan Compliance ................................................................................... 9

3.0 EXISTING YEAR 2023 ................................................................................................................................. 10 ROADWAY NETWORK ............................................................................................................................................. 10 TRANSIT SYSTEM ................................................................................................................................................... 10 ACTIVE TRANSPORTATION SYSTEM ............................................................................................................................ 10 TRAFFIC VOLUMES ................................................................................................................................................ 10 ANALYSIS RESULTS ................................................................................................................................................ 11

4.0 PROJECT COMPLETION YEAR 2025 CONDITIONS ................................................................................................ 15 ANALYSIS RESULTS ................................................................................................................................................ 15

5.0 CUMULATIVE YEAR 2025 CONDITIONS ............................................................................................................ 18 ANALYSIS RESULTS AND RECOMMENDED IMPROVEMENTS ............................................................................................. 20

6.0 HORIZON YEAR 2045 CONDITIONS ................................................................................................................. 23 ANALYSIS RESULTS AND RECOMMENDED IMPROVEMENTS ............................................................................................. 24

7.0 VEHICLE MILES TRAVELED ............................................................................................................................ 29 SB 743 ............................................................................................................................................................... 29 VMT ANALYSIS GUIDELINES .................................................................................................................................... 29

The Wren TA Table of Content
ii

List of Figures
FIGURE 1-1 – PROJECT SITE PLAN .................................................................................................................................. 3 FIGURE 1-2 – PROJECT STUDY AREA AND TRIP DISTRIBUTION .............................................................................................. 4 FIGURE 1-3 – PROJECT VOLUMES ................................................................................................................................... 5 FIGURE 3-1 – CATHEDRAL CITY GENERAL PLAN MASTER ROADWAY CLASSIFICATIONS ............................................................ 12 FIGURE 3-2 – CATHEDRAL CITY GENERAL PLAN MULTI-MODAL FACILITIES ........................................................................... 13 FIGURE 3-3 – EXISTING YEAR 2023 AM/PM PEAK HOUR INTERSECTION VOLUMES .............................................................. 14 FIGURE 4-1 – PROJECT COMPLETION YEAR 2025 CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES .......................... 17 FIGURE 5-1 – CUMULATIVE PROJECT TRIP ASSIGNMENT ................................................................................................... 21 FIGURE 5-2 – CUMULATIVE YEAR 2025 CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES ...................................... 22 FIGURE 6-1 – DATE PALM DRIVE AND ROSEMOUNT ROAD INTERSECTION LANE CONFIGURATION ............................................. 26 FIGURE 6-2 – HORIZON YEAR 2045 NO PROJECT CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES .......................... 27 FIGURE 6-3 – HORIZON YEAR PLUS PROJECT CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES ................................ 28

List of Tables
TABLE ES-1 PROJECT FEATURE CONTRIBUTIONS ............................................................................................................... III TABLE 1-1 PROJECT TRIP GENERATION RATE .................................................................................................................... 2 TABLE 1-2 PROJECT TRIP GENERATION ........................................................................................................................... 2 TABLE 2-1 VEHICULAR LEVEL OF SERVICE DEFINITIONS ....................................................................................................... 7 TABLE 2-2 SIGNALIZED INTERSECTION LEVEL OF SERVICE HCM OPERATIONAL ANALYSIS METHOD .............................................. 8 TABLE 2-4 CATHEDRAL CITY GENERAL PLAN ROADWAY SEGMENT ADT THRESHOLDS .............................................................. 8 TABLE 3-1 EXISTING CONDITIONS 2023 INTERSECTION OPERATION ANALYSIS ...................................................................... 11 TABLE 3-2 EXISTING YEAR 2023 ROADWAY SEGMENT CAPACITY ANALYSIS .......................................................................... 11 TABLE 4-1 PROJECT COMPLETION YEAR 2025 CONDITIONS INTERSECTION OPERATION ANALYSIS ............................................ 16 TABLE 4-2 PROJECT COMPLETION YEAR 2025 CONDITIONS ROADWAY SEGMENT CAPACITY ANALYSIS ...................................... 16 TABLE 5-1 CUMULATIVE PROJECTS ............................................................................................................................... 18 TABLE 5-2 CUMULATIVE YEAR 2025 CONDITIONS INTERSECTION OPERATION ANALYSIS ......................................................... 20 TABLE 5-3 CUMULATIVE YEAR 2025 CONDITIONS ROADWAY SEGMENT CAPACITY ANALYSIS ................................................... 20 TABLE 6-1 PROJECT FEATURE CONTRIBUTIONS................................................................................................................ 24 TABLE 6-2 HORIZON YEAR 2045 CONDITIONS INTERSECTION OPERATION ANALYSIS .............................................................. 24 TABLE 6-3 HORIZON YEAR 2045 PLUS PROJECTS INTERSECTION QUEUE ANALYSIS ............................................................... 25 TABLE 6-4 HORIZON YEAR 2045 CONDITIONS ROADWAY SEGMENT CAPACITY ANALYSIS ........................................................ 25 TABLE 7-1 PROJECT VMT ANALYSIS .............................................................................................................................. 30

Appendices

APPENDIX A - SCOPING AGREEMENT

APPENDIX B - TRAFFIC VOLUME DATA
APPENDIX C - EXISTING YEAR 2023 CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS APPENDIX D - PROJECT COMPLETION YEAR 2025 CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS

APPENDIX E - CUMULATIVE PROJECT TRIP DISTRIBUTION
APPENDIX F - CUMULATIVE YEAR 2025 CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS APPENDIX G - HORIZON YEAR 2045 VOLUME DEVELOPMENT
APPENDIX H - HORIZON YEAR 2045 NO PROJECT CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS

APPENDIX I - HORIZON YEAR PLUS PROJECT CONDITIONS PEAK HOUR INTERSECTION OPERATION AND QUEUE ANALYSIS WORKSHEETS

APPENDIX J - WITH IMPROVEMENT PEAK HOUR INTERSECTION AND SIGNAL WARRANT ANALYSIS WORKSHEETS

APPENDIX K - TRANSIT ROUTE INFORMATION
The Wren TA Project Introduction
1 1.0 PROJECT INTRODUCTION

This transportation analysis (TA) report has been prepared for The Wren project (Project) in Cathedral City, according to the County of Riverside Transportation Analysis Guidelines for Level of Service (LOS) and Vehicle Miles Traveled (VMT), December 2020 (Guidelines).

PROJECT DESCRIPTION
The Project will be developed on a vacant site located on the northeast corner of Date Palm Drive and future Rosemount Road extension. The Project is proposing the construction of 204 multi-family (low- rise) dwelling units.

Figure 1-1 shows the project site plan.

STUDY AREA
The study area for this project was developed consistent with the Guidelines, including all intersections of “Collector” or higher classification streets with “Collector” or higher classification streets, at which the proposed project will add 50 or more peak hour trips. IEG prepared a project traffic study scoping agreement defining the study area, which was reviewed and approved by Cathedral City staff prior to the preparation of this technical report. Refer to Appendix A for approved scoping agreement.

Figure 1-2 presents the study area that includes the following key locations:

Study Area Intersections:

1. Date Palm Drive and McCallum Way

2. Date Palm Drive and Rosemount Road

3. Date Palm Drive and 30th Avenue

Study Roadway Segments:

1. Date Palm Drive, McCallum Way to Rosemount Road

2. Date Palm Drive, Rosemount Road to 30th Avenue

Turning movement counts for one weekday during the morning and evening peak hours and average daily traffic (ADT) counts were conducted on Tuesday May 9, 2023 . The turning movement and ADT counts are included in Appendix B. These counts will be utilized in Synchro 11 software to determine LOS at all study intersections and for roadway segment capacity analysis . Year 2025 without Project traffic volumes will be developed by adding a 3% annual growth for two years to the existing counts.

Horizon Year Plus Project volumes will be developed by applying an annual growth factor based on the growth from RIVCOM Base Year 2018 with Projects to Forecast Year 2045 with Projects.

PROJECT TRIP GENERATION
Trip generation is a measure or forecast of the number of trips that begin or end at the Project site.

These trips will result in some traffic increases on the streets where they occur. The rates used in this analysis were determined using Trip Generation, 11th Edition, published by the Institute of Transportation Engineers (ITE) , is the method preferred by the Guidelines . Project ITE average trip generation rates are presented in Table 1-1 and the calculated trip generation based on the number of dwelling units associated with the Project is shown in Table 1-2.

The Wren TA Project Introduction
2 Table 1-1
Project Trip Generation Rate
Land Use1 Units2 ITE LU
Code
AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Multifamily Housing (Low-Rise) DU 220 0.10 0.30 0.40 0.32 0.19 0.51 6.74 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 DU = Dwelling Unit

Table 1-2
Project Trip Generation
Land Use1 Intensity Units2 AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Multifamily Housing (Low-Rise) 204 DU 20 61 81 65 39 104 1,375 1Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 DU = Dwelling Unit

As shown in Table 1-2, the Project is anticipated to generate approximately 1,375 total daily trips, 81 AM peak hour trips and 104 PM peak hour trips.

PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
Trip distribution and assignment is the process of identifying the probable destinations, directions, and traffic routes that Project related traffic will affect. Once the proposed development’s trips have been estimated, they are assigned to the study area network. For this development, the Project trip distribution and assignment were developed, in coordination with City staff, based on the land use characteristics of the Project and surrounding area, existing travel patterns within the study area, anticipated travel patterns to and from the Project site, and approved projects lo cated in the vicinity of the Project site.

Figure 1-2 and 1-3 show Project study area, trip distribution, and trip assignment.

PROJECT ACCESS
Under existing conditions, Rosemount Road does not extend to Date Palm Drive. The Project will be conditioned to construct half-width roadway improvement along the property frontage on Rosemount Road including curb, gutter, sidewalk and paving. Therefore, access to the Project site will be provided via one proposed driveway along Rosemount Road extension and one existing driveway along Date Palm Drive through an access easement to the adjacent Northgate Community Church site. Additionally, the Project will construct a traffic signal at the new intersection of Rosemount Road and Date Palm Drive.

PARKING
The proposed development will provide on-site parking spaces consistent with Cathedral City parking requirements.

The Wren
Project Site Plan
Figure 1-1

The Wren
Project Study Area and Trip Distribution
Figure 1-2
LEGEND # Intersection

PROJECT SITE
25%
40%
35%
35%
40%
2 1
3 35%
20%
80%
15% %
55%
The Wren
Project Volumes
Figure 1-3

The Wren TA Methodologies
6 2.0 METHODOLOGIES

This section documents the methodologies and assumptions used to conduct the circulation impact analysis for the proposed project. This section contains the following background information:

• Analysis scenarios
• Study time periods
• Analysis methodologies

Refer to Appendix A for approved scoping agreement.

ANALYSIS SCENARIOS
This report presents an analysis of the study area intersections and roadway segments for the following anticipated timeframe scenarios:

• Existing Conditions Year 2023
• Project Completion Year 2025 (Existing Plus Ambient Plus Project) • Cumulative Year 2025 (Existing Plus Ambient Plus Cumulative Plus Project) • Horizon Year 2045 No Project
• Horizon Year Plus Project

STUDY TIME PERIODS
The Guidelines recommend the following peak hours for analysis:

• Weekday AM (peak hour between 7:00 AM and 9:00 AM)
• Weekday PM (peak hour between 4:00 PM and 6:00 PM)

ANALYSIS METHODOLOGIES
Street system operating conditions are typically described in terms of “level of service.” Level of service is a report-card scale used to indicate the quality of traffic flow on roadway segments and at intersections. Level of service (LOS) ranges from LOS A (free flow, little congestion) to LOS F (forced flow, extreme congestion). Table 2-1 describes generalized definitions of auto LOS A through F.

The Wren TA Methodologies
7 Table 2-1
Vehicular Level of Service Definitions
LOS Characteristics
A
Primarily free-flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream. Controlled delay at the boundary intersections is minimal. The travel speed exceeds 85% of the base free-flow speed.

B
Reasonably unimpeded operation. The ability to maneuver within the traffic stream is only slightly restricted and control delay at the boundary intersections is not significant. The travel speed is between 67% and 85% of the base free-flow speed.

C
Stable operation. The ability to maneuver and change lanes at mid -segment locations may be more restricted than at LOS B. Longer queues at the boundary intersections may contribute to lower travel speeds. The travel speed is between 50% and 67% of the base free-flow speed.

D
Less stable condition in which small increases in flow may cause substantial increases in delay and decreases in travel speed. This operation may be due to adverse signal progression, high volume, or inappropriate signal timing at the boundary intersections. The travel speed is between 40% and 50% of the base free-flow speed.

E
Unstable operation and significant delay. Such operations may be due to some combination of adverse signal progression, high volume, and inappropriate signal timing at the boundary intersections. The travel speed is between 30% and 40% of the base free-flow speed.

F
Flow at extremely low speed. Congestion is likely occurring at the boundary intersections, as indicated by high delay and extensive queuing. The travel speed is 30% or less of the base free-flow speed. Also, LOS F is assigned to the subject direction of travel if the through movement at one or more boundary intersections have a volume-to-capacity ratio greater than 1.0.

Source: Highway Capacity Manual, Transportation Research Board (2016)

Intersection Capacity Analysis
The analysis of peak hour intersection performance was conducted using the Synchro 11 software program, which uses methodologies defined in the Highway Capacity Manual (HCM) 6th Edition to calculate LOS. Level of service (LOS) for intersections is determined by control delay. Control delay is defined as the total elapsed time from when a vehicle stops at the end of a queue to the time the vehicle departs from the stop line. The total elapsed time inclu des the time required for the vehicle to travel from t he last -in-queue position to the first -in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in the queue.

Signalized Intersections
The HCM analysis methodology for evaluating signalized intersections is based on the “operational analysis” procedure. This technique uses 1,900 passenger cars per hour of green per lane (pcphpl) as the maximum saturation flow of a single lane at an inter section. Table 2-2 summarizes the level of service criteria for signalized intersections.

The Wren TA Methodologies
8 Table 2-2
Signalized Intersection Level of Service HCM Operational Analysis Method

Average Control
Delay Per Vehicle
(seconds)
Level of Service (LOS) Characteristics
<10.0
LOS A occurs when the volume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping.

10.1 – 20.0 LOS B occurs when the volume-to-capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A.

20.1 – 35.0
LOS C occurs when progression is favorable or the cycle length is moderate. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.

35.1 – 55.0
LOS D occurs when the volume-to-capacity ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable.

55.1 – 80.0 LOS E occurs when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. >80.0 LOS F occurs when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue.

Source: Highway Capacity Manual, Transportation Research Board (2016)

Roadway Capacity Analysis
Roadway capacities are theoretical for planning purposes and are affected by factors such as intersection spacing, configuration, traffic control, access control, roadway grade, design geometrics, sight distance and vehicle mix. Roadway segment level of service is estimated by comparing the ADT on a roadway segment to the roadway ADT capacity. The City of Cathedral City 2040 General Plan provides roadway segment volume capacities based on street classifications. Table 2-4 shows these ADT thresholds.

Table 2-4
Cathedral City General Plan Roadway Segment ADT Thresholds Classification Typical Lane Configuration
ADT Capacity (Vehicles per day)

LOS A LOS B LOS C LOS D LOS E
Arterial Highway 6-Lane Divided 17,000 27,500 38,000 48,500 59,000 Source: City of Cathedral City 2040 General Plan Table CM-3, 2021

Traffic Signal Warrant Analysis
The Federal Highway Administration’s (FHWA) Manual on Uniform Traffic Control Devices (MUTCD), amended with California MUTCD 2014 Edition, presents warrant criteria for justifying the installation of a traffic signal at an unsignalized intersection. The cr iteria include studying traffic conditions, pedestrian characteristics, and physical characteristics of the intersection location. The MUTCD indicates that satisfaction of one or more of the traffic signal warrants does not in itself require the installation of a traffic control signal.

This study uses MUTCD Section 4C.04 Warrant 3, Peak Hour to assess the need of a traffic signal at the unsignalized intersections of Date Palm Drive and Rosemount Road . Signal warrant worksheets are included in Appendix J.

The Wren TA Methodologies
9 City of Cathedral City 2040 General Plan Compliance
In coordination with City staff, the transportation analysis will identify LOS deficiencies for compliance with City of Cathedral City 2040 General Plan goals. Cathedral City has established LOS “D” as the minimum allowable level of service at intersections and roadway segments . Therefore, any intersection or roadway segment resulting in an LOS worse than this minimum will be considered deficient for the purposes of this analysis.

The Wren TA Existing Year 2023
10 3.0 EXISTING YEAR 2023

This section documents the circulation system conditions within the study area of the Project under Existing Year 2023. This section also documents operational deficiencies on the existing local and regional circulation networks.

ROADWAY NETWORK
Locally significant roadway located within the study area of the proposed project is discussed below.

Date Palm Drive functions as a divided 6-lane roadway within the study area from McCallum Way to 30th Avenue. The posted speed limit is 45 miles per hour. Per the City of Cathedral City 2040 General Plan Circulation & Mobility Element, Date Palm Drive is at its buildout roadway classification of an arterial highway.

Figure 3-1 shows the City of Cathedral City 2040 General Plan Master Roadway Classifications.

TRANSIT SYSTEM
The SunLine Transit Agency (STA) is the main transit agency servicing Cathedral City. Currently, STA operates Route 4 within the vicinity of the project. Route 4 operates seven days a week and connects to Palm Springs west of the site and Palm Desert to the south . Weekday and weekend service frequency is 60 minutes. Bus stops for Route 4 is currently located within 350 ft of the site at the northeast corner of the Date Palm Drive and McCallum Way intersection for northbound service and at the southwest corner for southbound service . Pedestrian accessibility and connectivity from the project site to th ese bus stop s is provided along the frontage (e ast side of Date Palm Drive) with signalized crossings at the intersection where the bus stops are located . Bus r oute information is included in Appendix K.

ACTIVE TRANSPORTATION SYSTEM
Pedestrian facilities are provided within the study area of the project. Pedestrian crosswalks are generally provided at signalized intersections along Date Palm Drive with sidewalks on the west side from McCallum Way to 30th Avenue and on the east side from the Project limits to McCallum Way.

There are no existing bicycle facilities along Date Palm Drive. However, the City of Cathedral City 2045 General Plan Circulation & Mobility Element proposes a Class I off -road shared bike and pedestrian trail along Date Palm Drive.

Figure 3-2 shows the City of Cathedral City 2040 General Plan Multi-Modal Facilities.

TRAFFIC VOLUMES
The Existing Year 2023 peak hour intersection turning movement and ADT counts were counted on Tuesday May 9, 2023. The counts are provided in Appendix B.

The Wren TA Existing Year 2023
11 ANALYSIS RESULTS
Tables 3-1 and 3-2 show Existing Conditions intersection operation and roadway segment capacity analysis results.

Figure 3-3 shows peak hour intersection turning movement volumes under Existing Year 202 3 Conditions.

Table 3-1
Existing Conditions 2023 Intersection Operation Analysis Intersection Intersection Control Existing Conditions
Delay (a) LOS (b)
AM/PM Peak

1. Date Palm Drive and McCallum Way Signalized 11.9/11.3 B/B

3. Date Palm Drive and 30th Avenue Signalized 23.2/21.6 C/C Notes:
(a) Delay refers to the average control delay for the entire intersection, measured in seconds per vehicle. (b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 6th Edition and performed using Synchro 11.

Per the analysis results shown in Table 3-1, all analyzed intersections are operating at an acceptable LOS under Existing Year 2023 Conditions.

Existing Year 2023 Conditions peak hour analysis worksheets are provided in Appendix C.

Table 3-2
Existing Year 2023 Roadway Segment Capacity Analysis
Roadway Segment Classification LOS E
Capacity
Existing Year 2023

ADT V/C LOS
Date Palm Drive
McCallum Way to Rosemount Road 6-lane Arterial
Highway 59,000 21,195 0.359 B
Rosemount Road to 30th Avenue 6-lane Arterial
Highway 59,000 21,246 0.360 B

Per the analysis results shown in Table 3 -2, all analyzed roadway segments are operating at an acceptable LOS under Existing Year 2023 Conditions.

The Wren
Cathedral City General Plan Master Roadway Classifications Figure 3-1

Date Palm Drive Mixed Use
Cathedral City General Plan Multi-Modal Facilities
Figure 3-2

The Wren
Existing Year 2023 Peak Hour Intersection Volumes
Figure 3-3

The Wren TA Project Completion Year 2025
15 4.0 PROJECT COMPLETION YEAR 2025 CONDITIONS

This section documents the circulation system conditions within the study area of the project under Project Completion Year 2025 (Existing Plus Ambient Plus Project Phase 1) Conditions. The Project proposes half-width improvements of Rosemount Road including curb, gutter, sidewalk and paving .

Therefore, th is analysis assumes the construction of a traffic signal at the new intersection of Rosemount Road and Date Palm Drive by the Project . Signal warrant worksheets are provided in Appendix J. IEG understands that existing traffic patterns would change due to these improvements.

Adjusted Existing Year 2023 intersection peak hour traffic volumes for the Date Palm Drive Rosemount Road intersection were developed by redistributing forecast traffic from the Project’s RIVCOM 3 Traffic Analysis Zone (TAZ) to the intersection of Date Palm Drive and Rosemount Road.

The TAZ adjacent to the west side of Date Palm Drive loads approximately one -third of its base year 2018 daily traffic onto Date Palm Drive. The TAZ that the project is located within also loads approximately one-third of its 2018 daily traffic volume onto the intersection of Santoro Drive and 30th Avenue. Since both TAZs include similar residential and commercial retail components, the unadjusted zone connector volumes applied to the intersection of Santoro Drive and 30 th Avenue were also applied at the intersection of Date Palm Drive and Rosemount Road.

An annual growth factor based on the growth from Base Year 2018 to Forecast Year 2045 was applied to 2018 TAZ AM and PM peak hour volumes to calculate the redistributed volumes that would be applied to Existing Year 2023 counts. The turning movement distri bution percentages for the eastbound approach at the intersection of Date Palm Drive and 30 th Avenue was applied to the intersection of Date Palm Drive and Rosemount Road to calculate adjusted Year 2023 turning movement volumes. RIVCOM 3 model plots, annua l growth calculation, Date Palm Drive and 30 th Avenue distribution, and adjusted Year 2023 volumes are included in Appendix B.

Since the Project is expected to be built and operational in 202 5, a 3% annual growth factor for two years was applied to the Adjusted Existing 2023 volumes. Project traffic volumes are then added to these volumes to develop Project Completion Year 2025 Conditions traffic volumes. This section also documents potential operational deficiencies on the proposed local and regional circulation network.

ANALYSIS RESULTS

Tables 4-1 and 4-2 show Project Completion Year 2025 Conditions intersection operation and roadway segment capacity analysis results.

Figure 4-1 shows intersection turning movement volumes under Project Completion Year 2025 Conditions, respectively.

The Wren TA Project Completion Year 2025
16 Table 4-1
Project Completion Year 2025 Conditions Intersection Operation Analysis Intersection Intersection
Control
Project Completion Year 2025
Delay (a) LOS (b)
AM/PM Peak

1. Date Palm Drive and McCallum Way Signalized 12.7/11.9 B/B

2. Date Palm Drive and Rosemount Road Signalized 7.6/11.1 A/B

3. Date Palm Drive and 30th Avenue Signalized 22.2/18.5 C/B Notes:
(a) Delay refers to the average control delay for the entire intersection, measured in seconds/vehicle. (b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 6th Edition and performed using Synchro 11.

Per the analysis results shown in Table 4-1, all analyzed intersections are operating at an acceptable LOS under Project Completion Year 2025 Conditions. Project Completion Year 2025 Conditions peak hour analysis worksheets are provided in Appendix D.

Table 4-2
Project Completion Year 2025 Conditions Roadway Segment Capacity Analysis Roadway Segment Classification LOS E
Capacity
Project Completion Year 2025

ADT V/C LOS
Date Palm Drive
McCallum Way to Rosemount Road Arterial Highway 59,000 23,040 0.391 B Rosemount Drive to 30th Avenue Arterial Highway 59,000 23,021 0.390 B

Per the analysis results shown in Table 4-2, all analyzed roadway segments are operating at an acceptable LOS under Project Completion Year 2025 Conditions.

The Wren
Project Completion Year 2025
Peak Hour Intersection Volumes
Figure 4-1

The Wren TA Cumulative Year 2025
18 5.0 CUMULATIVE YEAR 2025 CONDITIONS

This section documents the circulation system conditions within the study area of the Project under Cumulative Year 2025 (Existing Plus Ambient Plus Cumulative Plus Project) Conditions. The Cumulative Conditions traffic volumes were developed by adding cumulative project trips to develop the P roject Completion 2025 Conditions traffic volumes. Th ese cumulative projects are listed in Table 5-1 and the cumulative project trip assign ment to the study area is shown in Figure 5-1. The locations and trip distribution for these cumulative projects are included in Appendix E.

Table 5-1
Cumulative Projects
ID1 Project Land Use Quantity Units2
1 Kroger Gas Station Service Station 10 VFP
2 Date Palm Drive Mixed Use (Phase I) Self Storage 115.054 TSF 3 Future Shopping Center (Phase I) Shopping Plaza 50 TSF 4 Canyon Springs Villas Residential 58 DU
5 Mountain View Estates Residential 110 DU
6 Tower Market Service Station with Convenience
Market 12 VFP
7 Cathedral Cove Center
Residential 200 DU
Retail 6.65 TSF
Fast-Food Restaurant 14.025 TSF
Service Station with Convenience
Market 12 VFP
C1 Ecoplex Park Phases 1 & 2 Cannabis Cultiviation 93.44 TSF C2 Horizon Gardens Senior Living 80 OB
C3 CCBC Restaurant Restaurant 2.5 TSF
C4 Quick Quack Carwash Carwash 3.5 TSF
C5 7‐Eleven Gas Station 8 VFP
C6 Ramon 19 Cannabis (Cultivation) Facility 486 TSF
Dispensary 3 TSF
C7 District East Residential 43 DU
C8 Greenscape Engineering (67587 Canyon Plaza) Cannabis Cultivation 40 TSF C9 Agua Caliente Casino
Casino 40 TSF
Shopping Center 24 TSF
High‐Turnover Sit‐Down
Restaurant 14 TSF
Quality Restaurant 14 TSF
Fast Casual Restaurant 6 TSF
Coffee Shop w/o Drive‐Thru 2 TSF
C10 Nirvana Estates Residential 103 DU
C11 Silver Torch Motel Motel 6 Rooms
C12 Cree Gas Station Convenience Store w/ Gas Station 8 VFP C13 Cathedral City Events Center (35900 Date Palm Dr) Event Center 80.0 TSF C14 Amazon Hub Center (35780 Date Palm Dr) Warehouse 94.0 TSF C15 Medicinal Healing (36555 Bankside Dr) Cannabis Cultivation Facility 11.0 TSF C16 Horizon Hotel (67670 Carey Rd) Hotel 68 Rooms
C17 MoGenCo (67555/67575 East Palm Canyon Drive) Cannabis Cultivation Facility 111.0 TSF C18 Desert Lexus (67855 East Palm Canyon Drive) Automobile Dealership 41.0 TSF C19 Cathedral City Community Amphitheater Amphitheater 2,909 Seats The Wren TA Cumulative Year 2025
19 P1 Canyon View / Summit Project by EHOF Canyon
View, LLC Residential 80 DU
P2 Palm Springs Surf Club Water Park 7.746 TSF
P3 Parker Hotel Expansion Hotel 32 Rooms
P4 Vibrante Condominium 41 DU
RM1 RM 38 JV LLC Residential 82 DU
RM2 Carefield Senior Living Residential 84 DU
RM3 ECHO at Rancho Mirage Residential 9 DU
RM4 Santa Barbara Cove Estates Residential 20 DU
RM5 Pulte Homes/ Del Webb Residential 1,200 DU
RM6 Veneto Residential 34 DU
RM7 Revelle Residential 32 DU
RM8 Bella Clancy Residential 20 DU
RM9 Mirada Villas Residential 46 DU
RM10 Estilo Residential 39 DU
RM11 RM Five‐1 LLC/Kilani Residential 4 DU
RM12 Heinrich/Steinberg Residential 4 DU
RM13 Rancho Mirage LLC Residential 4 DU
RM14 La Paloma Homes, Inc. Residential 13 DU
RM15 Monterey Medical Center Medical Office 75.164 TSF
RM16 38 JV, LLC c/o Meriwether Companies Residential 10 DU RM17 38 JV, LLC c/o Meriwether Companies Residential 97 DU RM18 38 JV, LLC c/o Meriwether Companies Residential 10 DU RM19 GRV Mirage, LLC (ECHO) Residential 9 DU
RM20 Ken Catanzarite Residential 20 DU
RM21 Miragedunes Properties Residential 9 DU
RM22 AMS Development Group (Bellavia) Residential 18 DU RM23 IN‐N‐OUT Burgers Commercial 3.995 TSF
RM24 DHO Medical Office Building Medical Office 13.80 TSF RM25 Chase Bank Bank 3.47 TSF
RM26 Section 31 Specific Plan Project
Hotel 400 Rooms
Commercial 175.00 TSF
Residential 1,932 DU
RM27 Tower Energy Group Commercial 5.565 TSF
RM28 Oasis Ranch LLC Hotel 60 Rooms
Residential 108 DU
RM29 Horizon Pacific Rancho Cove MSA Consulting
Commercial 20.00 TSF
Hotel 100 Rooms
Residential 35 DU
RM30 Ritz‐Carlton Residences Residential 106 DU
Commercial 6.966 TSF
RM31 Hazelden Betty Ford Center Office 6.399 TSF
Drug/Alcohol Treatment Ctr. 56 Beds
RM32 Rancho Mirage Highway 111 Dealerships Auto Sales (New) 58 TSF Auto Care Center 56 TSF
Notes:
1 Projects with C, P, or RM designation are based on Cathedral Cove Center Traffic Analysis dated April 8, 2022, and prepared by Urban Crossroads.

Volumes distributed north of Intersection 17 Date Palm Drive and Ramon Road were applied to study intersections as northbound and southbound through volumes.
2 DU = Dwelling Units, TSF = Thousand Square Feet, VFP = Vehicle Fueling Positions, and OB = Occupied Beds

This section also documents potential Cumulative Conditions operational deficiencies on the circulation network. Rosemount Road does not currently extend to Date Palm Drive. However, the Project proposes half-width improvements of Rosemount Road including curb, gutter, sidewalk and paving. Therefore, the The Wren TA Cumulative Year 2025
20 following analysis assumes a traffic signal at the new intersection of Date Palm Drive and Rosemount Road. Signal warrant worksheets are provided in Appendix J.

ANALYSIS RESULTS AND RECOMMENDED IMPROVEMENTS
Tables 5-2 and 5-3 show Cumulative Conditions intersection operation and roadway segment analysis results, respectively.

Figure 5-2 shows intersection turning movement under Cumulative Conditions.

Table 5-2
Cumulative Year 2025 Conditions Intersection Operation Analysis Intersection Intersection Control Cumulative Year 2025
Delay (a) LOS (b)
AM/PM Peak

1. Date Palm Drive and McCallum Way Signalized 13.4/13.8 B/B

2. Date Palm Drive and Rosemount Road Signalized 15.0/22.5 B/C

3. Date Palm Drive and 30th Avenue Signalized 23.8/22.0 C/C Notes:
(a) Delay refers to the average control delay for the entire intersection, measured in seconds/vehicle. (b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 6th Edition and performed using Synchro 11.

Per the analysis results shown in Table 5-2, all analyzed intersections are operating at an acceptable LOS under Cumulative Year 2025 Conditions. Cumulative Year 2025 Conditions peak hour analysis worksheets are provided in Appendix F.

Table 5-3
Cumulative Year 2025 Conditions Roadway Segment Capacity Analysis Roadway Segment Classification LOS E
Capacity
Cumulative Year 2025

ADT V/C LOS
Date Palm Drive
McCallum Way to Rosemount Road Arterial Highway 59,000 25,428 0.431 B Rosemount Road to 30th Avenue Arterial Highway 59,000 25,286 0.429 B

Per the analysis results shown in Table 5-3, all analyzed roadway segments are operating at an acceptable LOS under Cumulative Year 2025 Conditions.

The Wren
Cumulative Projects Trip Assignment
Figure 5-1

The Wren
Cumulative Year 2025 Peak Hour Intersection Volumes
Figure 5-2

The Wren TA Horizon Year 2045
23 6.0 HORIZON YEAR 2045 CONDITIONS

This section documents the circulation system conditions within the study area of the Project under Horizon Year 20 45 No Project and Horizon Year Plus Project Conditions. Rosemount Road does not currently extend to Date Palm Drive. However, the Project proposes half -width improvements of Rosemount Road including curb, gutter, sidewalk and paving. Therefore, the following analysis assumes a traffic signal at the new intersection of Date Palm Drive and Rosemount Road. Signal warrant worksheets are provided in Appendix J.

The proposed traffic signal at the new intersection of Date Palm Drive and Rosemount Road will be constructed by whichever project completes their final phase first between Date Palm Drive Mixed Use, the Wren Project, and the Future Shopping Center west of Da te Palm Drive and Rosemount Road intersection. The City of Cathedral City Transportation Department staff has requested a fair share assessment to determine the percentage of new traffic volumes added to the intersection of Date Palm Drive and Rosemount Road. The three proposed developments are expected to add a total of 12,166 ADTs to the subject intersection. The three projects will contribute to the funding of this transportation improvement based on their portion of total ADT generated as follows: