Agenda — Desert Hot Springs City Council, December 12, 2024 (part 7 of 16)

Project: 19543 Beyond Food Mart (Indian Canyon & Pierson) Date: 8/1/22 Source: Vibratory Roller
Scenario: Unmitigated
Location:

Address:

PPV = PPVref(25/D)^n (in/sec)
Equipment =
Type
PPVref = 0.21 Reference PPV (in/sec) at 25 ft.

D = 100.00 Distance from Equipment to Receiver (ft)
n = 1.50 Vibration attenuation rate through the ground
PPV = 0.026 IN/SEC
Note: Based on reference equations from Vibration Guidance Manual, California Department of Transportation, 2006, pgs 38-43.

RESULTS

OUTPUT IN BLUE

GROUNDBORNE VIBRATION ANALYSIS
Vacant Commercial Structures to South
INPUT
1 Vibratory Roller INPUT SECTION IN GREEN
Apx-98
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Project: 19543 Beyond Food Mart (Indian Canyon & Pierson) Date: 8/1/22 Source: Large Bulldozer
Scenario: Unmitigated
Location:

Address:

PPV = PPVref(25/D)^n (in/sec)
Equipment =
Type
PPVref = 0.089 Reference PPV (in/sec) at 25 ft.

D = 100.00 Distance from Equipment to Receiver (ft)
n = 1.50 Vibration attenuation rate through the ground
PPV = 0.011 IN/SEC
Note: Based on reference equations from Vibration Guidance Manual, California Department of Transportation, 2006, pgs 38-43.

RESULTS

OUTPUT IN BLUE

GROUNDBORNE VIBRATION ANALYSIS
Vacant Commercial Structures to South
INPUT
2 Large Bulldozer INPUT SECTION IN GREEN
Apx-99
Item Number: 1.

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Project: 19543 Beyond Food Mart (Indian Canyon & Pierson) Date: 8/1/22 Source: Vibratory Roller
Scenario: Unmitigated
Location:

Address:

PPV = PPVref(25/D)^n (in/sec)
Equipment =
Type
PPVref = 0.21 Reference PPV (in/sec) at 25 ft.

D = 41.00 Distance from Equipment to Receiver (ft)
n = 1.50 Vibration attenuation rate through the ground
PPV = 0.100 IN/SEC
Note: Based on reference equations from Vibration Guidance Manual, California Department of Transportation, 2006, pgs 38-43.

RESULTS

OUTPUT IN BLUE

GROUNDBORNE VIBRATION ANALYSIS
Annoyance Threshold
INPUT
1 Vibratory Roller INPUT SECTION IN GREEN
Apx-100
Item Number: 1.

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Project: 19543 Beyond Food Mart (Indian Canyon & Pierson) Date: 8/1/22 Source: Large Bulldozer
Scenario: Unmitigated
Location:

Address:

PPV = PPVref(25/D)^n (in/sec)
Equipment =
Type
PPVref = 0.089 Reference PPV (in/sec) at 25 ft.

D = 23.00 Distance from Equipment to Receiver (ft)
n = 1.50 Vibration attenuation rate through the ground
PPV = 0.101 IN/SEC
Note: Based on reference equations from Vibration Guidance Manual, California Department of Transportation, 2006, pgs 38-43.

RESULTS

OUTPUT IN BLUE

GROUNDBORNE VIBRATION ANALYSIS
Annoyance Threshold
INPUT
2 Large Bulldozer INPUT SECTION IN GREEN
Apx-101
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GANDDINI GROUP INC.
714.795.3100 | ganddini.com
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prepared by
Perrie Ilercil, P.E. (AZ)
Giancarlo Ganddini, PE, PTP
GANDDINI GROUP, INC.
555 Parkcenter Drive, Suite 225
Santa Ana, California 92705
(714) 795-3100 | ganddini.com Project No. 19543

BEYOND FOOD MART
(INDIAN CANYON & PIERSON)

TRAFFIC IMPACT ANALYSIS
City of Desert Hot Springs
February 21, 2023
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TABLE OF CONTENTS
EXECUTIVE SUMMARY ................................................................................................................................................ IV

1. INTRODUCTION .................................................................................................................................................... 1 Purpose and Objectives ................................................................................................................................................. 1 Project Description .......................................................................................................................................................... 1 Project Phasing ................................................................................................................................................................. 1 Scope of Analysis ............................................................................................................................................................. 1 Study Area ............................................................................................................................................................. 1 Analysis Scenarios ................................................................................................................................................ 2

2. METHODOLOGY ................................................................................................................................................... 7 Level of Service/Operational Analysis Methodology (Non-CEQA) .................................................................... 7 Intersections: Highway Capacity Manual Delay Methodology ................................................................ 7 Transportation Effects ........................................................................................................................................ 8 Vehicle Miles Traveled Analytical Methodology (CEQA) ...................................................................................... 8

3. EXISTING CONDITIONS ...................................................................................................................................... 9 Existing Roadway System .............................................................................................................................................. 9 Pedestrian Facilities ...................................................................................................................................................... 10 Transit Facilities ............................................................................................................................................................. 10 General Plan Context .................................................................................................................................................. 10 Bicycle Facilities Master Plan .................................................................................................................................... 10 Existing Roadway Volumes ........................................................................................................................................ 10 Existing Intersection Level of Service...................................................................................................................... 10

4. PROJECT TRIP FORECASTS ............................................................................................................................. 23 Project Trip Generation .............................................................................................................................................. 23 Internal Capture Adjustments ........................................................................................................................ 23 Pass-by Trip Adjustments ............................................................................................................................... 23 Project Trips ....................................................................................................................................................... 23 Project Trip Distribution & Assignment .................................................................................................................. 24

5. FUTURE VOLUME FORECASTS ...................................................................................................................... 35 Method of Projection .................................................................................................................................................. 35 Ambient Growth ................................................................................................................................................ 35 Other Developments ....................................................................................................................................... 35 Analysis Scenario Volumes ......................................................................................................................................... 35 Existing Plus Project ......................................................................................................................................... 35 Opening Year (2025) Without Project Phase I ......................................................................................... 35 Opening Year (2025) With Project Phase I ................................................................................................ 35 Opening Year (2027) Without Project Phase II ........................................................................................ 36 Opening Year (2027) With Project Phase II ............................................................................................... 36

6. FUTURE LEVELS OF SERVICE ANALYSIS ..................................................................................................... 59 Existing Plus Project ..................................................................................................................................................... 59 Opening Year (2025) Without Project Phase I ..................................................................................................... 59 Opening Year (2025) With Project Phase I ........................................................................................................... 59 Opening Year (2027) Without Project Phase II .................................................................................................... 59 Opening Year (2027) With Project Phase II .......................................................................................................... 59 Item Number: 1.

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7. SITE ACCESS & ON-SITE CIRCULATION ....................................................................................................... 65 Project Design Features .............................................................................................................................................. 65 Site Access Queuing Analysis .................................................................................................................................... 66 Traffic Signal Warrant Analysis ................................................................................................................................. 66

8. CONCLUSIONS .................................................................................................................................................... 73 Project Trip Generation .............................................................................................................................................. 73 Level of Service Analysis ............................................................................................................................................ 73 Summary of Improvements ........................................................................................................................................ 73 Vehicle Miles Traveled Analysis ................................................................................................................................ 73

APPENDICES
Appendix A Glossary
Appendix B Scoping Agreement
Appendix C Traffic Count Data
Appendix D Intersection Level of Service Worksheets
Appendix E Other Development Information
Appendix F Traffic Signal Warrant Worksheet

LIST OF TABLES
Table 1. Existing Intersection Levels of Service ........................................................................................................ 11 Table 2. Project Trip Generation – Phase I ................................................................................................................ 25 Table 3. Project Trip Generation – Phase II ............................................................................................................... 26 Table 4. Existing Plus Project Intersection Levels of Service & Project-Related Effect ................................. 60 Table 5. Opening Year (2025) Without Project Intersection Levels of Service - Phase I .............................. 61 Table 6. Opening Year (2025) With Project Intersection Levels of Service & Project-Related Effect - Phase I ................................................................................................................................................ 62 Table 7. Opening Year (2027) Without Project Intersection Levels of Service - Phase II ............................. 63 Table 8. Opening Year (2027) With Project Intersection Levels of Service & Project-Related Effect - Phase II ............................................................................................................................................... 64 Table 9. Site Access Queuing Analysis ........................................................................................................................ 69

LIST OF FIGURES
Figure 1. Regional Location Map ....................................................................................................................................... 3 Figure 2. Project Location Map .......................................................................................................................................... 4 Figure 3. Site Plan .................................................................................................................................................................. 5 Figure 4. Study Area ............................................................................................................................................................. 6 Figure 5. Existing Lane Geometry and Intersection Traffic Controls .................................................................... 12 Figure 6. Existing Pedestrian Facilities .......................................................................................................................... 14 Figure 7. Existing Transit Routes .................................................................................................................................... 15 Figure 8. City of Desert Hot Springs General Plan Circulation Element ............................................................. 16 Figure 9. City of Desert Hot Springs General Plan Roadway Cross-Sections .................................................... 17 Figure 10. City of Desert Hot Springs Bicycle Facilities Master Plan ..................................................................... 18 Item Number: 1.

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Figure 11. Existing Average Daily Traffic Volumes ...................................................................................................... 20 Figure 12. Existing AM Peak Hour Intersection Turning Movement Volumes ..................................................... 21 Figure 13. Existing PM Peak Hour Intersection Turning Movement Volumes ..................................................... 22 Figure 14. Project Trip Distribution (Outbound) ........................................................................................................... 27 Figure 15. Project Trip Distribution (Inbound) ............................................................................................................... 28 Figure 16. Project Average Daily Traffic Volumes – Phase I ..................................................................................... 29 Figure 17. Project AM Peak Hour Intersection Turning Movement Volumes – Phase I ................................... 30 Figure 18. Project PM Peak Hour Intersection Turning Movement Volumes – Phase I .................................... 31 Figure 19. Project Average Daily Traffic Volumes – Phase II .................................................................................... 32 Figure 20. Project AM Peak Hour Intersection Turning Movement Volumes – Phase II .................................. 33 Figure 21. Project PM Peak Hour Intersection Turning Movement Volumes – Phase II ................................... 34 Figure 22. Existing Plus Project Average Daily Traffic Volumes ............................................................................... 44 Figure 23. Existing Plus Project AM Peak Hour Intersection Turning Movement Volumes ............................. 45 Figure 24. Existing Plus Project PM Peak Hour Intersection Turning Movement Volumes.............................. 46 Figure 25. Opening Year (2025) Without Project Phase I Average Daily Traffic Volumes ............................... 47 Figure 26. Opening Year (2025) Without Project Phase I AM Peak Hour Intersection Turning Movement Volumes ....................................................................................................................................... 48 Figure 27. Opening Year (2025) Without Project Phase I PM Peak Hour Intersection Turning Movement Volumes ....................................................................................................................................... 49 Figure 28. Opening Year (2025) With Project Phase I Average Daily Traffic Volumes ..................................... 50 Figure 29. Opening Year (2025) With Project Phase I AM Peak Hour Intersection Turning Movement Volumes ....................................................................................................................................... 51 Figure 30. Opening Year (2025) With Project Phase I PM Peak Hour Intersection Turning Movement Volumes ....................................................................................................................................... 52 Figure 31. Opening Year (2027) Without Project Phase II Average Daily Traffic Volumes .............................. 53 Figure 32. Opening Year (2027) Without Project Phase II AM Peak Hour Intersection Turning Movement Volumes ....................................................................................................................................... 54 Figure 33. Opening Year (2027) Without Project Phase II PM Peak Hour Intersection Turning Movement Volumes ....................................................................................................................................... 55 Figure 34. Opening Year (2027) With Project Phase II Average Daily Traffic Volumes .................................... 56 Figure 35. Opening Year (2027) With Project Phase II AM Peak Hour Intersection Turning Movement Volumes ....................................................................................................................................... 57 Figure 36. Opening Year (2027) With Project Phase II PM Peak Hour Intersection Turning Movement Volumes ....................................................................................................................................... 58 Figure 37. Recommended Lane Geometry and Intersection Traffic Controls ...................................................... 74 Item Number: 1.

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EXECUTIVE SUMMARY
This section summarizes the proposed project, operational findings, and identifies recommendations (if any) as specified in this study.

Project Description
The 3.99-acre project site is located at the northwest corner of the Indian Canyon Drive and Pierson Boulevard intersection in the City of Desert Hot Springs California. The project site is currently undeveloped and zoned MU-N (Mixed Use – Neighborhood).

The proposed project involves the construction of a 7,460 square foot convenience store gas station with eight (8) dual-sided fuel pumps (i.e., 16-vehicle fueling positions), an automatic car wash tunnel, and a 2,000 square foot quick-service restaurant with drive-through window. Vehicular access is proposed to be provided by two driveways onto Indian Canyon Drive and one driveway onto Pierson Boulevard.

Project Trip Generation
Phase I of the proposed project is forecast to generate a total of approximately 4,346 new daily trips, including 155 new trips during the AM peak hour and 185 new trips during the PM peak hour.

Phase II of the proposed project is forecast to generate a total of approximately 4,834 new daily trips, including 177 new trips during the AM peak hour and 195 new trips during the PM peak hour.

Level of Service Analysis
The study intersections are forecast to operate within acceptable Levels of Service (D or better) during the peak hours for the analysis scenarios. The proposed project is forecast to result in no substantial transportation effects relating to Level of Service operations for all analysis scenarios.

Summary of Improvements
Project design features, as detailed in the Site Access & On-Site Circulation (Section 7), involve improvements necessary to provide project site access, the construction along the project site frontage, and installation of a traffic signal for the Indian Canyon Drive at Pierson Boulevard intersection.

Since the proposed project is not forecast to cause any substantial adverse transportation effects relating to Level of Service operations, no additional improvements or fair share contributions are recommended.

Vehicle Miles Traveled Analysis
For compliance with California Environmental Quality Act (CEQA) requirements, the project VMT assessment is documented separately in the Beyond Food Mart (Indian Canyon & Pierson) Vehicle Miles Traveled Assessment (Ganddini Group, Inc., August 3, 2022).

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Beyond Food Mart (Indian Canyon & Pierson)
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1. INTRODUCTION
This section provides an overview of the proposed project and general scope of the analysis .

PURPOSE AND OBJECTIVES
The purpose of this study is to evaluate the potential for transportation impacts resulting from the development of the proposed project in the context of the City of Desert Hot Springs’s discretionary authority for conformance with locally established operational standards. Although this is a technical report, effort has been made to prepare the report clearly and concisely. A glossary is provided in Appendix A to assist the reader with technical terms.

This study was prepared in consultation with the City of Desert Hot Springs staff following the procedures and methodologies for assessing transportation impacts established by the City of Desert Hot Springs. To assess the project’s conformance with local operational standards, this study evaluates the project’s effect on traffic operations and, if necessary, identifies recommended improvements or corrective measures to alleviate operational deficiencies substantially caused or worsened by the proposed project. For compliance with California Environmental Quality Act (CEQA) requirements, a vehicle miles traveled (VMT) assessment is documented separately in the Beyond Food Mart (Indian Canyon & Pierson) Vehicle Miles Traveled Assessment (Ganddini Group, Inc., August 3, 2022).

PROJECT DESCRIPTION
The 3.99-acre project site is located at the northwest corner of the Indian Canyon Drive and Pierson Boulevard intersection in the City of Desert Hot Springs California. The project site is currently undeveloped and zoned MU-N (Mixed Use – Neighborhood). Figure 1 and Figure 2 show the regional and project location maps.

PROJECT PHASING
For the purposes of this analysis, the proposed project is anticipated to be built in two phases. For Phase I, partial completion year is Opening Year (2025), and for Phase II the project completion year is Opening Year (2027).

SCOPE OF ANALYSIS
The scope of this analysis was determined in consultation with the City of Desert Hot Springs as documented in the City-approved scoping agreement provided in Appendix B.

Study Area
Figure 4 illustrates the study area. In accordance with the City of Desert Hot Springs requirements, the study area was determined in consultation with the City of Desert Hot Springs engineering staff and consists of classified roadway intersections to which the project is forecast to contribute 50 or more peak hour trips.

Based on the project trip generation and distribution forecasts presented later in this report, the study area consists of the following study intersections, each within the City of Desert Hot Springs jurisdiction:
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1. Karen Avenue (NS) at Pierson Boulevard (EW) 1

2. Indian Canyon Drive (NS) at Mission Lake Boulevard (EW)

3. Indian Canyon Drive (NS) at Pierson Boulevard (EW)

4. Little Morongo Road (NS) at Pierson Boulevard (EW)

5. Project Driveway (NS) at Pierson Boulevard (EW)

6. Indian Canyon Drive (NS) at Project North Driveway (EW)

7. Indian Canyon Drive (NS) at Project South Driveway (EW) Analysis Scenarios
This study includes an evaluation of the following analysis scenarios for weekday AM and PM peak hour conditions:
 Existing
 Existing Plus Project
 Opening Year (2025) Without Project Phase I
 Opening Year (2025) With Project Phase I
 Opening Year (2027) Without Project Phase II
 Opening Year (2027) With Project Phase II
1 (NS) = north-south roadway; (EW) = east-west roadway. 2 Item Number: 1.

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Site
N
_______________________________________________________________________________________________________________________________________________________________________ Figure 1
Regional Locaon Map
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis 19543
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Figure 2
Project Location Map
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
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Figure 3
Site Plan
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Traffic Impact Analysis
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EV NO PARKING

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LOADING ZONE

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PIERSON BLVD.

INDIAN AVE.

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Figure 4
Study Area
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Traffic Impact Analysis
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2. METHODOLOGY
This section discusses the analysis methodologies used to assess transportation facility performance as adopted by the respective jurisdictional agencies. This traffic impact analysis is based on the City of Desert Hot Springs requirements and the County of Riverside Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (December 2020) [“County TA Guidelines”].

LEVEL OF SERVICE/OPERATIONAL ANALYSIS METHODOLOGY (NON-CEQA) Level of Service analysis is performed for assessing conformance with General Plan and operational standards established by the applicable agencies. In accordance with current CEQA provisions, a project’s effect on automobile delay (as measured by Level of Service) shall not constitute a significant environmental impact.

Intersections: Highway Capacity Manual Delay Methodology City of Desert Hot Springs intersections are analyzed using the intersection delay methodology based on procedures contained in the Highway Capacity Manual (HCM) (Transportation Research Board, 7th Edition).

The methodology considers the traffic volume and distribution of movements, traffic composition, geometric characteristics, and signalization details to calculate the average control delay per vehicle and corresponding Level of Service. At intersections with cross street stop control (i.e., one- or two-way stop control), the Level of Service is determined by the average control delay for the worst minor street approach or major street leftturn movement. Intersection delay analysis was performed with default capacity values and adjustment factors recommended in the HCM. The intersection Level of Service is based on the thresholds contained within the HCM.

Level of
Service
Delay Methodology 1
Signalized Intersection Unsignalized Intersection
Seconds per Vehicle Seconds per Vehicle
A ≤ 10.0 ≤ 10.0
B > 10.0 to ≤ 20.0 > 10.0 to ≤ 15.0
C > 20.0 to ≤ 35.0 > 15.0 to ≤ 25.0
D > 35.0 to ≤ 55.0 > 25.0 to ≤ 35.0
E > 55.0 to ≤ 80.0 > 35.0 to ≤ 50.0
F > 80.0 > 50.0

1. Source: Transportation Research Board Highway Capacity Manual (7th Edition).

Level of Service is used to qualitatively describe the performance of a roadway facility, ranging from Level of Service A (free-flow conditions) to Level of Service F (extreme congestion and system failure). Intersection analysis was performed using the Vistro software. The Level of Service analysis was performed in accordance with parameters specified in the County TA Guidelines.

At intersections with traffic signal or all way stop control, Level of Service is determined by the average control delay for the overall intersection. At intersections with cross street stop control (i.e., one- or two-way stop control), Level of Service is determined by the average control delay for the worst minor street approach or major street left-turn movement.
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Transportation Effects
The City of Desert Hot Springs has established a minimum acceptable Level of Service D for peak hour intersection operations.

A substantial transportation effect is defined to occur at a signalized study intersection if the project causes intersection operations to degrade from an acceptable Level of Service (D or better) to an unacceptable Level of Service (E or F) or the project-related increase in delay is equal to or greater than 2.0 seconds at an intersection that is already operating at LOS E or F.

A substantial transportation effect is defined to occur at an unsignalized study intersection if one or more of the following conditions are met:
 The addition of project trips to a study intersection causes intersection operations to degrade from an acceptable Level of Service (D or better) to an unacceptable Level of Service (E or F).  The project-related increase in delay is equal to or greater than 2.0 seconds at an intersection that is already operating at LOS E or F.
 The intersection meets peak hour signal warrants either caused by project volumes or project volumes are added at an intersection that meets peak hour signal warrants in the baseline scenario(s). Peak hour signal warrants should be determined based on the latest California Manual on Uniform Traffic Control Devices (CA MUTCD).

Where improvements are identified to address Level of Service deficiencies, a project fair share cost estimate is provided based on the volume of project traffic using the impacted facility divided by the total “new” traffic (i.e., ambient growth and other developments).

VEHICLE MILES TRAVELED ANALYTICAL METHODOLOGY (CEQA)
The metric used to evaluate the transportation impact of land use and transportation projects under CEQA is known as vehicle miles traveled (VMT). In general terms, VMT quantifies the amount and distance of automobile travel attributable to a project or region. As previously noted, the project VMT assessment is documented separately in the Beyond Food Mart (Indian Canyon & Pierson) Vehicle Miles Traveled Assessment (Ganddini Group, Inc., August 3, 2022).
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3. EXISTING CONDITIONS
This section describes the existing transportation setting of the project study area.

EXISTING ROADWAY SYSTEM
Figure 5, shows the lane geometry and intersection traffic controls for existing conditions based on a field survey of the study area. Regional access to the project site is provided by State Route 62 approximately 2.6 miles to the west and Interstate 10 approximately 3.9 miles to the south of the project site. Local north-south circulation is provided by Karen Avenue, Indian Canyon Drive, and Little Morongo Road; and east-west circulation is provided by Mission Lakes Boulevard, and Pierson Boulevard.

Karen Avenue: This two-lane undivided roadway trends in a north-south direction and is classified as a Collector (two-lane undivided with parking) on the City of Desert Hot Springs circulation system in the study area. There do not appear to be any on-street parking restrictions in the project vicinity however, parking on the east side of the roadway would be on the unpaved shoulder given the pavement width. There are currently no designated bicycle facilities in the project vicinity. Sidewalks are generally provided along the west side of the roadway and not provided on the east side along undeveloped lots. There is no posted speed in the project vicinity.

Indian Canyon Drive: This two-lane undivided roadway trends in a north-south direction and is classified as a Secondary II Arterial (four-lane undivided with parking) north of Pierson Boulevard and as a Primary II Arterial (four-lane divided without parking) south of Pierson Boulevard on the City of Desert Hot Springs General Plan Circulation Element in the study area. There do not appear to be any on-street parking restrictions in the project vicinity; however, parking would be on the unpaved shoulder given the pavement width. There are currently no designated bicycle facilities in the project vicinity. Sidewalks are not provided on both sides of the roadway along undeveloped lots. The posted speed in the project vicinity is 55 miles per hour.

Little Morongo Road: This two-lane undivided roadway trends in a north-south direction and is classified as a Secondary II Arterial (four-lane undivided with parking) on the City of Desert Hot Springs General Plan Circulation Element in the study area. There do not appear to be any on-street parking restrictions in the project vicinity; however, parking would be on the unpaved shoulder given the pavement width. There are currently no designated bicycle facilities in the project vicinity; however, off-street bike paths are shown for this roadway on the master plan. Sidewalks are not provided on either side of the roadway. The posted speed is 50 miles per hour north of Pierson Boulevard, and 55 miles per hour south of Pierson Boulevard.

Mission Lakes Boulevard: This two-lane undivided roadway trends in an east-west direction and is classified as a Collector (two-lane undivided with parking) on the City of Desert Hot Springs General Plan Circulation Element in the study area. There do not appear to be any on-street parking restrictions in the project vicinity.

There are currently no designated bicycle facilities in the project vicinity; however, protected bike lanes are shown for this roadway on the master plan. Sidewalks are not provided on both sides of the roadway. The posted speed is 50 miles per hour in the project vicinity.

Pierson Boulevard: two-lane undivided roadway trends in an east-west direction and is classified as is classified as a Primary II Arterial (four-lane divided without parking) on the City of Desert Hot Springs General Plan Circulation Element in the study area. There do not appear to be any on-street parking restrictions in the project vicinity; however, parking would be on the unpaved shoulder given the pavement width. There are currently no designated bicycle facilities in the project vicinity; however, buffered bike lanes are shown for this roadway on the master plan. Sidewalks are generally not provided on either side of the roadway except along developed lots. The posted speed is 50 miles per hour in the project vicinity. 9 Item Number: 1.

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PEDESTRIAN FACILITIES
Existing pedestrian facilities in the project vicinity are shown in Figure 6. As shown in Figure 6, sidewalks are not provided along the project site frontage, currently.

TRANSIT FACILITIES
Figure 7 shows the existing Sunline Services system map in the project vicinity. There are currently no bus services in the project vicinity however, potential future bus routes are shown for Pierson Boulevard and Indian Canyon on the master plan.

GENERAL PLAN CONTEXT
Figure 8 shows the City of Desert Hot Springs General Plan Circulation Element roadway classifications map.

This figure shows the nature and extent of arterial and collector highways that are needed to adequately serve the ultimate development depicted by the Land Use Element of the General Plan. The City of Desert Hot Springs standard roadway cross-sections are illustrated in Figure 9.

BICYCLE FACILITIES MASTER PLAN
The City of Desert Hot Springs Bicycle Master Plan is shown in Figure 10. This figure shows the bicycle facilities master plan. As shown in Figure 10, there are proposed bike facilities on Pierson Boulevard and Little Morongo Road.

EXISTING ROADWAY VOLUMES
Figure 11 shows the existing average daily traffic volumes. The existing average daily traffic volumes have been factored from peak hour intersection turning movement volumes at locations using the following formula for each intersection leg:

PM Peak Hour (Approach Volume + Exit Volume) x 12.0 = Leg Volume Figure 12 and Figure 13 show the existing AM and PM peak hour intersection turning movement volumes.

Existing peak hour intersection turning movement volumes are based upon AM peak period and PM peak period intersection turning movement counts obtained in August 2022 during typical weekday conditions.

The weekday AM peak period was counted between 7:00 AM and 9:00 AM and the weekday PM peak period was counted between 4:00 PM and 6:00 PM; these periods generally capture the peak times for commuter traffic when the roadway system is typically experiencing peak demand. The actual peak hour within each two-hour count period is determined based on the sum of the four consecutive 15-minute periods with the highest total volume entering the intersection. Thus, the weekday PM peak hour at one intersection may be 4:45 PM to 5:45 PM and may vary at other intersections depending on the four consecutive 15-minute periods that have the highest total volume. Intersection turning movement count worksheets are provided in Appendix C.

EXISTING INTERSECTION LEVEL OF SERVICE
The study intersection Levels of Service for Existing conditions are shown in Table 1. Detailed Level of Service worksheets are provided in Appendix D.

As shown in Table 1, the study intersections currently operate within acceptable Levels of Service (D or better) during peak hours.
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Delay2
LOS3 Delay2
LOS

1. Karen Avenue at Pierson Boulevard TS 6.8 A 3.1 A

2. Indian Canyon Drive at Mission Lake Boulevard TS 17.5 B 14.8 B

3. Indian Canyon Drive at Pierson Boulevard AWS 13.7 B 12.2 B

4. Little Morongo Road at Pierson Boulevard AWS 13.0 B 12.3 B Notes:

1. TS = Traffic Signal; AWS = All Way Stop; CSS = Cross Street Stop.

2. 3. LOS = Level of Service
Table 1
Existing Intersection Levels of Service
AM
Peak Hour
PM
Peak Hour
Study Intersection
Traffic
Control1
Delay is shown in seconds per vehicle. For intersections with traffic signal or all way stop control, overall average intersection delay and LOS are shown. For intersections with cross street stop control, LOS is based on average delay of the worst minor street approach or major street left turn movement.

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Figure 5
Existing Lane Geometry and Intersection Traffic Controls Beyond Food Mart (Indian Canyon & Pierson)
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2 1 4
6 7
5 3
1 Karen Ave (NS)/
Pierson Blvd (EW)
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
5 Project Dwy (NS)/
Pierson Blvd (EW)
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
7 Indian Canyon Dr (NS)/
Project South Dwy (EW)
dd
d d
AWS
d
AWS
2D 2U 2U 4D
2U 2U
2U
2U
2U
2U 2U
STOP
AWS d
#U#D
Legend
Project DrivewayDe Facto Right Turn LaneExisting Lane
#-Lane Undivided Roadway#-Lane Divided RoadwayStop SignAll Way StopTraffic Signal 12 Item Number: 1.

Page 1083 of 2517 ends

Figure 6
Existing Pedestrian Facilities
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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Sidewalk
Legend
Cross Walk
13 Item Number: 1.

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Figure 7
Existing Transite Routes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
Source: SunLine Transit Agency
Site
14 Item Number: 1.

Page 1085 of 2517 ends

Figure 8
City of Desert Hot Springs General Plan Circulation Element Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
Source: City of Desert Hot Springs
N
Site
15 Item Number: 1.

Page 1086 of 2517 ends

Figure 9
City of Desert Hot Springs General Plan Roaddway Cross-Sections Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
Source: City of Desert Hot Springs
16 Item Number: 1.

Page 1087 of 2517 ends

Figure 10
City of Desert Hot Springs Bicycle Facilities Master Plan Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
Source: City of Desert Hot Springs
N
Site
17 Item Number: 1.

Page 1088 of 2517 ends

Figure 11
Existing Average Daily Traffic Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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5.7 5.0

4.6 0.5 4.8

4.6 3.5 4.0 4.8 7.0

3.9 Vehicles Per Day (1,000's)
Legend
##

4.0 5.8

4.8 18
Item Number: 1.

Page 1089 of 2517 ends

Figure 12
Existing AM Peak Hour Intersection Turning Movement Volumes Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
2 48
2 145
11113
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
71 67
101
46 18762
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
7 78
43 37
211
40 35
116
69 1347726
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
27 80
40 31
140
53 28
175
64 4417448
5 Project Dwy (NS)/
Pierson Blvd (EW)
00 0
220
1240
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 139
0 288
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
0 139
0 288
00 19
Item Number: 1.

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Figure 13
Existing PM Peak Hour Intersection Turning Movement Volumes Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
1 14
2 151
14127
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
146
96 82
57 7598
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
48 192
64 20
101
38 37
118
18 549628
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
52 159
43 10
80 53
17 196
24 2818580
5 Project Dwy (NS)/
Pierson Blvd (EW)
00 0
173
1680
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 257
0 180
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
0 257
0 180
00 20
Item Number: 1.

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Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
21 19543

4. PROJECT TRIP FORECASTS
This section describes how project trip generation, trip distribution, and trip assignment forecasts were developed. The forecast project volumes are illustrated in the figures contained in this section.

PROJECT TRIP GENERATION
Table 2 and Table 3 show the proposed project trips are based on trip generation rates obtained from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) for Land Use Codes 945 (Convenience Store Gas Station) and 948 (Automated Car Wash) in Phase I, with the addition of 934 (Fast Food Restaurant with Drive-Through Window) in Phase II.

Internal Capture Adjustments
The project trip generation includes the applicable internal capture adjustments based the methodology recommended by ITE. For Phase II, the proposed project includes different types of land uses so, a portion of the trips generated by the proposed land uses are expected to remain internal to the commercial center (e.g., a patron of the gas station/car wash may also visit the on-site restaurant). Since the trip generation rates contained in the ITE Trip Generation Manual represent vehicles entering and exiting at the site driveway(s), it is appropriate to reduce the initial trip generation forecast by the applicable internal capture rate when calculating the new trips generated by the project and added to the external roadway network. The ITE Trip Generation Handbook recommends use of the Transportation Research Board (TRB) NCHRP Report 684 (2013) estimation tool worksheet to determine internal capture rates for trips within a mixed-use development.

Internal capture calculations are included in the City-approved scoping agreement provided in Appendix B.

Pass-by Trip Adjustments
The project trip generation includes include pass-by trip adjustments based on average pass-by rates obtained from the ITE Trip Generation Manual. Land uses such as shopping centers, restaurants, gas stations, and convenience stores will often locate next to busy roadways to attract motorists already on the street. Since the trip generation rates contained in the ITE Trip Generation Manual represent vehicles entering and exiting at the site driveway(s), it is appropriate to reduce the initial trip generation forecast by the applicable pass-by trip rate when calculating the net new trips that will be added to the surrounding street system. Pass-by trips are included at the project driveways and the adjacent Indian Canyon Drive and Pierson Boulevard intersection and applied after internal capture adjustments. .

Project Trips
Phase I
As shown in Table 2, Phase I of the proposed project is forecast to generate a total of approximately 4,346 new daily trips, including 155 new trips during the AM peak hour and 185 new trips during the PM peak hour.

Phase II
As shown in Table 3, Phase II of the proposed project is forecast to generate a total of approximately 4,834 new daily trips, including 177 new trips during the AM peak hour and 195 new trips during the PM peak hour.

PROJECT TRIP DISTRIBUTION & ASSIGNMENT
21 Item Number: 1.

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Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
22 19543
Figure 14 and Figure 15 show the forecast outbound and inbound directional distribution patterns for the project generated trips, respectively. The project trip distribution patterns were developed using engineering judgment in consultation with the City engineering staff based on a review of existing traffic data, surrounding land uses, and the local and regional roadway facilities in the project vicinity.

Phase I
Based on the identified project trip generation and distributions, Phase I project-generated average daily traffic volumes are shown in Figure 16. Phase I project-generated AM peak hour and PM peak hour intersection turning movement volumes are shown in Figure 17 and Figure 18 for Phase I.

Phase II
Based on the identified project trip generation and distributions, Phase II project-generated average daily traffic volumes are shown in Figure 19. Phase II project-generated AM peak hour and PM peak hour intersection turning movement volumes are shown in Figure 20 and Figure 21. 22 Item Number: 1.

Page 1093 of 2517 ends

1. 2. TSF = Thousand Square Feet; VFP = Vehicle Fuel Position; CWT = Car Wash Tunnel.

3. 4.

ITE = Institute of Transportation Engineers Trip Generation Manual (11th Edition, 2021); ### = Land Use Code.

All rates based on General Urban/Suburban setting.

San Diego Association of Governments (SANDAG) Vehicular Traffic Generation Rates (April 2002). Where the daily or peak hour rate is not provided by ITE, the SANDAG percentage of peak hour to daily rate is used to calculate the missing data. Where the peak hour distribution is not provided by ITE, the SANDAG peak hour distribution is used.

Pass-by rates calculated in accordance with procedures in the ITE Trip Generation Handbook (11th Edition, 2021). Daily pass-by is calculated using half of the AM and PM pass-by average rates for the daily rate.

Quantity
AM Peak Hour PM Peak Hour
Daily
TSF
VFP
CWT
Trips Generated
Table 2
Project Trip Generation - Phase I
Trip Generation Rates
Land Use
Variable2
AM Peak Hour PM Peak Hour Daily
Rate
Beyond Food Mart (Indian Canyon Pierson)
Traffic Impact Analysis
23 19543
Item Number: 1.

Page 1094 of 2517 ends

Land Use Source1
% In % Out Rate % In % Out Rate
Fast-Food Restaurant with Drive-Through Window ITE 934 51% 49% 44.61 52% 48% 33.03 467.48 Convenience Store Gas Station (5.5-10 ksf GFA) ITE 945 50% 50% 31.60 50% 50% 26.90 345.75 Automated Car Wash ITE 948 350% 50% 34.44 50% 50% 77.50 861.11 Land Use Source In Out Total In Out Total
Fast-Food Restaurant with Drive-Through Window ITE 934 2.000 TSF 46 43 89 34 32 66 935 Internal Capture Trips ITE4-23 -6 -29 -10 -13 -23 -150
Pass-by Trips (50%AM, 55%PM, 26%Daily) ITE 9345-12 -18 -30 -13 -11 -24 -243 Subtotal 11 19 30 11 8 19 542
Convenience Store Gas Station (5.5-10 ksf GFA) ITE 945 16 VFP 253 253 506 215 215 430 5,532 Internal Capture Trips ITE4-5 -23 -28 -11 -9 -20 -48
Pass-by Trips (76%AM, 75%PM, 37%Daily) ITE 9455-188 -175 -363 -153 -155 -308 -2,047 Subtotal 60 55 115 51 51 102 3,437
Automated Car Wash ITE 948 1 CWT 17 17 34 39 39 78 861
Internal Capture Trips ITE40 -2 -2 -2 -2 -4 -6
Subtotal 17 15 32 37 37 74 855
Subtotal - Gross Project Trips 316 313 629 288 286 574 7,328 Total Internal Capture Trips (9%AM, 8%PM, 4%Daily) -28 -31 -59 -23 -24 -47 -204 Subtotal - External Project Trips 288 282 570 265 262 527 7,124 Total Pass-by Trips -200 -193 -393 -166 -166 -332 -2,290 TOTAL NEW TRIPS GENERATED 88 89 177 99 96 195 4,834
Notes:

1. 2. TSF = Thousand Square Feet; VFP = Vehicle Fuel Position; CWT = Car Wash Tunnel.

3. 4.

5. ITE = Institute of Transportation Engineers Trip Generation Manual (11th Edition, 2021); ### = Land Use Code.

All rates based on General Urban/Suburban setting.

Internal capture rates calculated in accordance with procedures in the ITE Trip Generation Handbook (3rd Edition, 2017). The daily internal capture rate is equal to half of the AM and PM peak hour average rates. See Attachment B Scoping Agreement for internal capture worksheets.

Quantity
AM Peak Hour PM Peak Hour
Daily
TSF
VFP
CWT
Trips Generated
Table 3
Project Trip Generation - Phase II
Trip Generation Rates
Land Use
Variable2
AM Peak Hour PM Peak Hour Daily
Rate
Beyond Food Mart (Indian Canyon Pierson)
Traffic Impact Analysis
24 19543
Item Number: 1.

Page 1095 of 2517 ends

Figure 14
Project Trip Distribution (Outbound)
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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Percent From Project
Legend
10%
20%
5%
20% 25%
20%
35%
10%
5%
20%
15%
5%

PHASE I PHASE II
Site Site
60%
40%
5%
25%
20%
40%
15%
25%
20%
35%
35%
35%
5%
30%
20%
45%
10%
25%
20%
35%
15%
30%
5%
30%
25 Item Number: 1.

Page 1096 of 2517 ends

Figure 15
Project Trip Distribution (Inbound)
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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20%
5%
20% 25%
20%
35%
10%
5%
20%
15%
5%
Percent To Project
Legend
10%

PHASE I PHASE II
Site
45%
55%
5%
10%
20%
25%
30%
25%
20%
35%
Site
35%
35%
5%
30%
20%
45%
10%
25%
20%
35%
30%
15% 5%
26 Item Number: 1.

Page 1097 of 2517 ends

Figure 16
Project Average Daily Traffic Volumes - Phase I
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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Vehicles Per Day (1,000's)
Legend
##

0.87 1.41

0.22 0.22 0.43

0.22 0.87 1.09 1.52 0.87

0.65 0.98 1.52

0.87 27
Item Number: 1.

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Figure 17
Project
AM Peak Hour Intersection Turning Movement Volumes - Phase I Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
04 0
16 154
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
4 12
40 120
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
14 410
0 39
68 0
2713
06828
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
400
800
8 15
4 0160
5 Project Dwy (NS)/
Pierson Blvd (EW)
68 40
68 0
081
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 55
0 55
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
680
540
55 107
28 Item Number: 1.

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Figure 18
Project
PM Peak Hour Intersection Turning Movement Volumes - Phase I Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
05 0
19 185
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
5 14
50 140
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
13 390
0 40
64 0
2614
06526
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
500
900
9 18
5 0190
5 Project Dwy (NS)/
Pierson Blvd (EW)
64 38
64 0
076
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 52
0 52
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
640
510
51 102
29 Item Number: 1.

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Figure 19
Project Average Daily Traffic Volumes - Phase II
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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Vehicles Per Day (1,000's)
Legend
##

0.97 2.17

0.24 0.24 0.48

0.24 0.97 1.21 1.69 0.97

0.73 0.48 1.69

0.97 30
Item Number: 1.

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Figure 20
Project
AM Peak Hour Intersection Turning Movement Volumes - Phase II Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
04 0
18 184
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
4 13
40 130
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
15 440
0 42
86 0
1514
01587
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
400
900
9 18
4 0180
5 Project Dwy (NS)/
Pierson Blvd (EW)
71 28
72 0
029
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
44 14
43 14
4243
7 Indian Canyon Dr (NS)/
Project South Dwy (EW)
87 44
14 43
1485
31 Item Number: 1.

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Figure 21
Project
PM Peak Hour Intersection Turning Movement Volumes - Phase II Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
05 0
20 195
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
5 14
50 150
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
13 400
0 40
79 0
1414
01480
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
500
1000
1019
5 0200
5 Project Dwy (NS)/
Pierson Blvd (EW)
65 27
66 0
027
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
40 13
40 13
3940
7 Indian Canyon Dr (NS)/
Project South Dwy (EW)
79 40
13 40
1379
32 Item Number: 1.

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Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
33 19543

5. FUTURE VOLUME FORECASTS
This section describes how future volume forecasts for each analysis scenario were developed. Forecast study area volumes are illustrated in the figures contained in this section.

METHOD OF PROJECTION
To assess future conditions, existing volumes were combined with project trips, ambient growth, and other development trips. The project completion year for analysis purposes in this report is 2027 with a Phase I completion date of 2025.

Ambient Growth
To account for ambient growth, Opening Year (2025) Phase I roadway volumes were developed by increasing existing (year 2022) volumes by a growth rate of one percent (1.0%) per year over a three (3) year period for a total growth factor of 1.03. Likewise, Opening Year (2027) Phase II roadway volumes were developed by increasing existing volumes by the 1% growth rate over a five (5) year period for a total growth factor of 1.05.

The ambient growth was applied to all movements at the study intersections.

Other Developments
To account for growth associated with other development projects, trips generated by other pending or approved but unconstructed developments in the City of Desert Hot Springs were reviewed. For this region of the City, the development report has no projects within a 2-mile radius for inclusion in this report (see Appendix E).

ANALYSIS SCENARIO VOLUMES
Existing Plus Project
The Existing Plus Project volume forecast was developed by adding project-generated trips to the Existing volumes. For this analysis, the Existing Plus Project volumes are for full development of 2027 project volumes.

Existing Plus Project average daily traffic volumes are shown in Figure 22. Existing Plus Project AM peak hour and PM peak hour intersection turning movement volumes are shown in Figure 23 and Figure 24.

Opening Year (2025) Without Project Phase I
The Opening Year (2025) Without Project Phase I volume forecast was developed by applying the ambient growth factor to existing volumes and adding trips generated by other developments. Opening Year (2025) Without Project Phase I average daily traffic volumes are shown in Figure 25. Opening Year (2025) Without Project Phase I AM peak hour and PM peak hour intersection turning movement volumes are shown in Figure 26 and Figure 27.

Opening Year (2025) With Project Phase I
The Opening Year (2025) With Project Phase I volume forecast was developed by adding project-generated trips to the Opening Year (2025) Without Project Phase I volumes. Opening Year (2025) With Project Phase I average daily traffic volumes are shown in Figure 28. Opening Year (2025) With Project Phase I AM peak hour and PM peak hour intersection turning movement volumes are shown in Figure 29 and Figure 30. 33 Item Number: 1.

Page 1104 of 2517 ends

Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
34 19543
Opening Year (2027) Without Project Phase II
The Opening Year (2027) Without Project Phase II volume forecast was developed by applying the ambient growth factor to existing volumes and adding trips generated by other developments. Opening Year (2027) Without Project Phase II average daily traffic volumes are shown in Figure 31. Opening Year (2027) Without Project Phase II AM peak hour and PM peak hour intersection turning movement volumes are shown in Figure 32 and Figure 33.

Opening Year (2027) With Project Phase II
The Opening Year (2027) With Project Phase II volume forecast was developed by adding project-generated trips to the Opening Year (2027) Without Project Phase II volumes. Opening Year (2027) With Project Phase II average daily traffic volumes are shown in Figure 34. Opening Year (2027) With Project Phase II AM peak hour and PM peak hour intersection turning movement volumes are shown in Figure 35 and Figure 36.

34 Item Number: 1.

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Figure 22
Existing Plus Project Average Daily Traffic Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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Vehicles Per Day (1,000's)
Legend
##

6.7 7.2

4.8 0.8 5.3

4.9 4.5 5.2 6.5 8.0

4.6 4.5 7.5

5.8 35
Item Number: 1.

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Figure 23
Existing Plus Project
AM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
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O
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O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
2 52
2 163
12917
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
75 80
105
46 20062
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
22 122
43 37
253
126
35 131
83 13492113
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
31 80
40 40
140
53 37
193
68 4419248
5 Project Dwy (NS)/
Pierson Blvd (EW)
71 28
72 220
12429
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
44 153
43 302
4243
7 Indian Canyon Dr (NS)/
Project South Dwy (EW)
87 183
14 331
1485
36 Item Number: 1.

Page 1107 of 2517 ends

Figure 24
Existing Plus Project
PM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
1 19
2 171
16032
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
151
110
87 57
9098
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
61 232
64 20
141
117
37 132
32 54110108
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
57 159
43 20
80 53
27 215
29 2820580
5 Project Dwy (NS)/
Pierson Blvd (EW)
65 27
66 173
16827
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
40 270
40 193
3940
7 Indian Canyon Dr (NS)/
Project South Dwy (EW)
79 297
13 220
1379
37 Item Number: 1.

Page 1108 of 2517 ends

Figure 25
Opening Year (2025) Without Project Phase I
Average Daily Traffic Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
13TH AVE
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
Vehicles Per Day (1,000's)
Legend
##

5.9 5.1

4.7 0.5 4.9

4.8 3.6 4.1 4.9 7.2

4.0 4.2 4.9

5.2 38
Item Number: 1.

Page 1109 of 2517 ends

Figure 26
Opening Year (2025) Without Project Phase I
AM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
2 49
2 149
11413
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
73 69
104
47 19364
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
7 80
44 38
217
41 36
120
71 1387927
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
28 82
41 32
144
55 29
180
66 4517949
5 Project Dwy (NS)/
Pierson Blvd (EW)
00 0
227
1280
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 143
0 297
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
0 143
0 297
00 39
Item Number: 1.

Page 1110 of 2517 ends

Figure 27
Opening Year (2025) Without Project Phase I
PM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
1 14
2 156
14528
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
150
99 84
59 77101
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
49 198
66 21
104
39 38
122
19 569929
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
54 164
44 10
82 55
18 202
25 2919182
5 Project Dwy (NS)/
Pierson Blvd (EW)
00 0
178
1730
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 265
0 185
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
0 265
0 185
00 40
Item Number: 1.

Page 1111 of 2517 ends

Figure 28
Opening Year (2025) With Project Phase I
Average Daily Traffic Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
13TH AVE
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
Vehicles Per Day (1,000's)
Legend
##

6.8 6.6

5.0 0.8 5.4

5.0 5.2 4.5 6.5 8.1

4.7 5.2 7.5

5.8 41
Item Number: 1.

Page 1112 of 2517 ends

Figure 29
Opening Year (2025) With Project Phase I
AM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
2 53
2 165
12917
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
77 81
108
47 20564
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
21 121
44 38
256
109
36 147
84 13814755
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
32 82
41 40
144
55 37
195
70 4519549
5 Project Dwy (NS)/
Pierson Blvd (EW)
68 40
68 227
12881
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 198
0 352
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
68 143
54 297
55 107
42 Item Number: 1.

Page 1113 of 2517 ends

Figure 30
Opening Year (2025) With Project Phase I
PM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
1 19
2 175
16333
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
155
113
89 59
91101
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
62 237
66 21
144
103
38 148
33 5616455
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
59 164
44 19
82 55
27 220
30 2921082
5 Project Dwy (NS)/
Pierson Blvd (EW)
64 38
64 178
17376
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 317
0 237
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
64 265
51 185
51 102
43 Item Number: 1.

Page 1114 of 2517 ends

Figure 31
Opening Year (2027) Without Project Phase II
Average Daily Traffic Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
13TH AVE
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
Vehicles Per Day (1,000's)
Legend
##

7.9 8.5

5.3 1.0 6.0

5.3 5.6 6.5 8.2 9.2

5.5 6.1 8.2

8.5 44
Item Number: 1.

Page 1115 of 2517 ends

Figure 32
Opening Year (2027) Without Project Phase II
AM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
2 50
2 152
11714
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
75 70
106
48 19765
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
7 82
45 39
222
42 37
122
73 1418127
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
28 84
42 33
147
56 29
184
67 4618350
5 Project Dwy (NS)/
Pierson Blvd (EW)
00 0
231
1300
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 146
0 303
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
0 146
0 303
00 45
Item Number: 1.

Page 1116 of 2517 ends

Figure 33
Opening Year (2027) Without Project Phase II
PM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
1 15
2 159
14828
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
153
101
86 60
79103
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
50 202
67 21
106
40 39
124
19 5710129
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
55 167
45 11
84 56
18 206
25 2919484
5 Project Dwy (NS)/
Pierson Blvd (EW)
00 0
182
1770
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
0 270
0 189
00 7
Indian Canyon Dr (NS)/
Project South Dwy (EW)
0 270
0 189
00 46
Item Number: 1.

Page 1117 of 2517 ends

Figure 34
Opening Year (2027) With Project Phase II
Average Daily Traffic Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
13TH AVE
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
Vehicles Per Day (1,000's)
Legend
##

7.0 7.4

5.1 0.8 5.5

5.1 5.4 4.7 6.7 8.3

4.8 4.7 7.8

6.0 47
Item Number: 1.

Page 1118 of 2517 ends

Figure 35
Opening Year (2027) With Project Phase II
AM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
2 54
2 170
13518
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
79 83
110
48 21065
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
22 126
45 39
264
128
37 137
87 14196114
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
32 84
42 42
147
56 38
202
71 4620150
5 Project Dwy (NS)/
Pierson Blvd (EW)
71 28
72 231
13029
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
44 160
43 317
4243
7 Indian Canyon Dr (NS)/
Project South Dwy (EW)
87 190
14 346
1485
48 Item Number: 1.

Page 1119 of 2517 ends

Figure 36
Opening Year (2027) With Project Phase II
PM Peak Hour Intersection Turning Movement Volumes
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
19543
N
S
i
t
e
N
I
D
I
A
N
C
A
N
Y
O
N
D
R

MISSION LAKES BLVD

PIERSON BLVD
KA
R
E
N
A
V
E
L
I
T
T
L
E
M
O
R
O
N
G
O
R
D
2 1 4
Study Intersection
Legend
## Project Driveway
6 7
5 3
13TH AVE 1
Karen Ave (NS)/
Pierson Blvd (EW)
1 20
2 179
16733
2 Indian Canyon Dr (NS)/
Mission Lakes Blvd (EW)
158
115
91 60
94103
3 Indian Canyon Dr (NS)/
Pierson Blvd (EW)
63 242
67 21
146
119
39 138
33 57115109
4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
60 167
45 21
84 56
28 225
30 2921484
5 Project Dwy (NS)/
Pierson Blvd (EW)
65 27
66 182
17727
6 Indian Canyon Dr (NS)/
Project North Dwy (EW)
40 283
40 202
3940
7 Indian Canyon Dr (NS)/
Project South Dwy (EW)
79 310
13 229
1379
49 Item Number: 1.

Page 1120 of 2517 ends

Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
50 19543

6. FUTURE LEVELS OF SERVICE ANALYSIS
Detailed intersection Level of Service calculation worksheets for each of the following analysis scenarios are provided in Appendix D.

Project design features, such as improvements necessary to provide project site access, are assumed to be constructed by the proposed project and are described in further detail in the Site Access & Circulation section presented later in this report.

EXISTING PLUS PROJECT
The study intersection Levels of Service for Existing Plus Project conditions are shown in Table 4. As shown in Table 4, the study intersections are forecast to operate within acceptable Levels of Service (D or better) during the peak hours for Existing Plus Project conditions.

As shown in Table 4, the proposed project is forecast to result in no substantial transportation effects at the study intersections for Existing Plus Project conditions.

OPENING YEAR (2025) WITHOUT PROJECT PHASE I
The study intersection Levels of Service for Opening Year (2025) Without Project Phase I conditions are shown in Table 5. As shown in Table 5, the study intersections are forecast to operate within acceptable Levels of Service (D or better) during the peak hours for Opening Year (2025) Without Project Phase I conditions.

OPENING YEAR (2025) WITH PROJECT PHASE I
The study intersection Levels of Service for Opening Year (2025) With Project Phase I conditions is shown in Table 6. As shown in Table 6, the study intersections are forecast to operate within acceptable Levels of Service (D or better) during the peak hours for Opening Year (2025) With Project Phase I conditions.

As shown in Table 6, the proposed project is forecast to result in no substantial transportation effects at the study intersections for Opening Year (2025) With Project Phase I conditions.

OPENING YEAR (2027) WITHOUT PROJECT PHASE II
The study intersection Levels of Service for Opening Year (2027) Without Project Phase II conditions are shown in Table 7. As shown in Table 7, the study intersections are forecast to operate within acceptable Levels of Service (D or better) during the peak hours for Opening Year (2027) Without Project Phase II conditions.

OPENING YEAR (2027) WITH PROJECT PHASE II
The study intersection Levels of Service for Opening Year (2027) With Project Phase II conditions is shown in Table 8 As shown in Table 8, the study intersections are forecast to operate within acceptable Levels of Service (D or better) during the peak hours for Opening Year (2027) With Project Phase II conditions.

As shown in Table 8, the proposed project is forecast to result in no substantial transportation effects at the study intersections for Opening Year (2027) With Project Phase II conditions. 50 Item Number: 1.

Page 1121 of 2517 ends

Delay2
LOS3 Delay2
LOS Delay2
LOS3 Delay2
LOS

1. Karen Avenue at Pierson Boulevard TS 6.8 A 3.1 A 6.6 A 3.4 A -0.2 NO +0.3 NO

2. Indian Canyon Drive at Mission Lake
Boulevard TS 17.5 B 14.8 B 17.3 B 14.7 B -0.2 NO -0.1 NO

3. Indian Canyon Drive at Pierson Boulevard AWS 13.7 B 12.2 B - - - - - - - -

3. With Project TS - - - - 13.5 B 13.4 B -0.2 NO +1.2 NO

4. Little Morongo Road at Pierson Boulevard AWS 13.0 B 12.3 B 14.4 B 13.4 B +1.4 NO +1.1 NO

5. Project Driveway at Pierson Boulevard CSS - - - - 13.4 B 13.2 B +13.4 NO +13.2 NO

6. Indian Canyon Drive at Project North
Driveway CSS - - - - 14.7 B 14.3 B +14.7 NO +14.3 NO

7. Indian Canyon Drive at Project South
Driveway CSS - - - - 16.9 C 16.1 C +16.9 NO +16.1 NO
Notes:

1. TS = Traffic Signal; AWS = All Way Stop; CSS = Cross Street Stop.

2. 3. LOS = Level of Service
Table 4
Existing Plus Project Intersection Levels of Service & Project-Related Effect Existing Existing Plus Project
AM
Peak Hour
PM
Peak Hour
ChangeSubstantialEffect?
Traffic
Control1
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour
ChangeSubstantialEffect?
Study Intersection
Delay is shown in seconds per vehicle. For intersections with traffic signal or all way stop control, overall average intersection delay and LOS are shown.

For intersections with cross street stop control, LOS is based on average delay of the worst minor street approach or major street left turn movement.

Beyond Food Mart (Indian Canyon Pierson)
Traffic Impact Analysis
51 19543
Item Number: 1.

Page 1122 of 2517 ends

Delay2
LOS3 Delay2
LOS

1. Karen Avenue at Pierson Boulevard TS 6.8 A 3.1 A

2. Indian Canyon Drive at Mission Lake Boulevard TS 17.5 B 14.8 B

3. Indian Canyon Drive at Pierson Boulevard AWS 14.2 B 12.6 B

4. Little Morongo Road at Pierson Boulevard AWS 13.4 B 12.7 B Notes:

1. TS = Traffic Signal; AWS = All Way Stop; CSS = Cross Street Stop.

2. 3. LOS = Level of Service
Delay is shown in seconds per vehicle. For intersections with traffic signal or all way stop control, overall average intersection delay and LOS are shown. For intersections with cross street stop control, LOS is based on average delay of the worst minor street approach or major street left turn movement.

Traffic
Control1
Table 5
Opening Year (2025) Without Project Intersection Levels of Service - Phase I Study Intersection
PM
Peak Hour
AM
Peak Hour
Beyond Food Mart (Indian Canyon Pierson)
Traffic Impact Analysis
52 19543
Item Number: 1.

Page 1123 of 2517 ends

Delay2
LOS3 Delay2
LOS Delay2
LOS3 Delay2
LOS

1. Karen Avenue at Pierson Boulevard TS 6.8 A 3.1 A 7.1 A 3.3 A +0.3 NO +0.2 NO

2. Indian Canyon Drive at Mission Lake
Boulevard TS 17.5 B 14.8 B 18.6 B 14.8 B +1.1 NO +0.0 NO

3. Indian Canyon Drive at Pierson Boulevard AWS 14.2 B 12.6 B - - - - - - - -

3. With Project TS - - - - 13.3 B 13.5 B -0.9 NO +0.9 NO

4. Little Morongo Road at Pierson Boulevard AWS 13.4 B 12.7 B 14.8 B 13.9 B +1.4 NO +1.2 NO

5. Project Driveway at Pierson Boulevard CSS - - - - 13.7 B 13.5 B +13.7 NO +13.5 NO

7. Indian Canyon Drive at Project South
Driveway CSS - - - - 17.0 C 16.2 C +17.0 NO +16.2 NO
Notes:

1. TS = Traffic Signal; AWS = All Way Stop; CSS = Cross Street Stop.

2. 3. LOS = Level of Service
Delay is shown in seconds per vehicle. For intersections with traffic signal or all way stop control, overall average intersection delay and LOS are shown.

For intersections with cross street stop control, LOS is based on average delay of the worst minor street approach or major street left turn movement.

ChangeSubstantialEffect?ChangeSubstantialEffect?
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour
Traffic
Control1
AM
Peak Hour
PM
Peak Hour
Study Intersection
Table 6
Opening Year (2025) Intersection Levels of Service & Project-Related Effect - Phase I Opening Year (2025)
Without Project
Opening Year (2025)
With Project
Beyond Food Mart (Indian Canyon Pierson)
Traffic Impact Analysis
53 19543
Item Number: 1.

Page 1124 of 2517 ends

Delay2
LOS3 Delay2
LOS

1. Karen Avenue at Pierson Boulevard TS 6.8 A 3.1 A

2. Indian Canyon Drive at Mission Lake Boulevard TS 17.5 B 14.8 B

3. Indian Canyon Drive at Pierson Boulevard AWS 14.6 B 12.8 B

4. Little Morongo Road at Pierson Boulevard AWS 13.9 B 13.0 B Notes:

1. TS = Traffic Signal; AWS = All Way Stop; CSS = Cross Street Stop.

2. 3. LOS = Level of Service
Traffic
Control1
Delay is shown in seconds per vehicle. For intersections with traffic signal or all way stop control, overall average intersection delay and LOS are shown. For intersections with cross street stop control, LOS is based on average delay of the worst minor street approach or major street left turn movement.

AM
Peak Hour
PM
Peak Hour
Table 7
Opening Year (2027) Without Project Intersection Levels of Service - Phase II Study Intersection
Beyond Food Mart (Indian Canyon Pierson)
Traffic Impact Analysis
54 19543
Item Number: 1.

Page 1125 of 2517 ends

Delay2
LOS3 Delay2
LOS Delay2
LOS3 Delay2
LOS

1. Karen Avenue at Pierson Boulevard TS 6.8 A 3.1 A 7.1 A 3.4 A +0.3 NO +0.3 NO

2. Indian Canyon Drive at Mission Lake
Boulevard TS 17.5 B 14.8 B 18.7 B 14.8 B +1.2 NO +0.0 NO

3. Indian Canyon Drive at Pierson Boulevard AWS 14.6 B 12.8 B - - - - - - - -

3. With Project TS - - - - 13.7 B 13.4 B +13.7 NO +13.4 NO

4. Little Morongo Road at Pierson Boulevard AWS 13.9 B 13.0 B 15.4 C 14.3 B +1.5 NO +1.3 NO

5. Project Driveway at Pierson Boulevard CSS - - - - 13.6 B 13.4 B +13.6 NO +13.4 NO

6. Indian Canyon Drive at Project North
Driveway CSS - - - - 15.1 C 14.6 B +15.1 NO +14.6 NO

7. Indian Canyon Drive at Project South
Driveway CSS - - - - 17.3 C 16.5 C +17.3 NO +16.5 NO
Notes:

1. TS = Traffic Signal; AWS = All Way Stop; CSS = Cross Street Stop.

2. 3. LOS = Level of Service
Delay is shown in seconds per vehicle. For intersections with traffic signal or all way stop control, overall average intersection delay and LOS are shown.

For intersections with cross street stop control, LOS is based on average delay of the worst minor street approach or major street left turn movement.

ChangeSubstantialEffect?ChangeSubstantialEffect?
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour
Traffic
Control1
PM
Peak Hour
Opening Year (2027)
Without Project
Opening Year (2027)
With Project
AM
Peak Hour
Table 8
Opening Year (2027) Intersection Levels of Service & Project-Related Effect - Phase II Study Intersection
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7. SITE ACCESS & ON-SITE CIRCULATION
This section evaluates the project site access and on-site circulation. Vehicular access for the project site is proposed to be provided by three full access driveways. One project driveway is on Pierson Boulevard, and two project driveways are on Indian Canyon Drive. The north project driveway at Indian Canyon Drive will be constructed during Phase II.

PROJECT DESIGN FEATURES
This analysis assumes the following improvements will be constructed by the project to provide project site access:

3. Indian Canyon Drive (NS) at Pierson Boulevard (EW) (Phase I) ▫ Install traffic signal.
▫ Construct westbound lane on Pierson Boulevard adjacent to project frontage. ▫ Construct southbound lane on Indian Canyon Drive adjacent to project frontage.

5. Project Driveway (NS) at Pierson Boulevard (EW) (Phase I) ▫ Install outbound stop control.
▫ Construct the project driveway to provide one inbound lane and one outbound lane. ▫ Construct westbound lane on Pierson Boulevard and provide right-turn lane inbound.

6. Indian Canyon Drive (NS) at Project North Driveway (EW) (Phase II) ▫ Install outbound stop control.
▫ Construct the project driveway to provide one inbound lane and one outbound lane. ▫ Construct southbound lane on Indian Canyon Drive and provide through-right-turn lane.

7. Indian Canyon Drive (NS) at Project South Driveway (EW) (Phase I) ▫ Install outbound stop control.
▫ Construct the project driveway to provide one inbound lane and one outbound lane. ▫ Construct southbound lane on Indian Canyon Drive and provide through-right-turn lane.

This analysis also assumes the project shall comply with the following conditions as part of the City of Desert Hot Springs standard development review process to ensure adequate geometric design and emergency access:
 Site-adjacent roadways shall be constructed or repaired at their ultimate half-section width, including landscaping and parkway improvements in conjunction with development, or as otherwise required by the City of Desert Hot Springs.
 All on-site and off-site roadway design, signing/striping, and traffic control improvements relating to the proposed project shall be submitted to the City for review and constructed following applicable State/Federal engineering standards to the satisfaction of the City of Desert Hot Springs.  The final grading, landscaping, and street improvement plans shall demonstrate that applicable sight distance requirements are met.
 The project shall comply with the City of Desert Hot Springs municipal parking requirements which will be reviewed as a part of the standard development review process.  Final project plans shall demonstrate adequate emergency vehicle access and circulation to the satisfaction of the City of Desert Hot Springs Public Works and Fire Departments. 56 Item Number: 1.

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 A construction worksite traffic control plan shall comply with applicable engineering standards outlined in the California Manual of Uniform Traffic Control Devices and shall be submitted to the City for review and approval before the issuance of a grading permit or start of construction. The plan shall identify any roadway, sidewalk, bike route, or bus stop closures and detours as well as haul routes and hours of operation. All construction-related trips shall be restricted to off-peak hours to the extent possible.

SITE ACCESS QUEUING ANALYSIS
Table 9 summarizes the results of the queue analysis for the key turn movements providing project site access:

5. Project Driveway (NS) at Pierson Boulevard (EW) (Phase I & Phase II) □ Southbound shared left-turn/right-turn lane providing site egress □ Eastbound shared left-turn/through lane providing site ingress □ Westbound shared right-turn lane providing site ingress

6. Indian Canyon Drive (NS) at Project North Driveway (EW) (Phase II) □ Northbound shared left-turn/through lane providing site ingress □ Southbound shared through/right-turn lane providing site ingress □ Eastbound shared left-turn/right-turn lane providing site egress

7. Indian Canyon Drive (NS) at Project South Driveway (EW) (Phase I & Phase II) ▫ Northbound shared left-turn/through lane providing site ingress ▫ Southbound shared through/right-turn lane providing site ingress ▫ Eastbound shared left-turn/right-turn lane providing site egress Queuing for the project driveway turning movements were evaluated to check for potential conflicts.

Additionally, the storage lengths of the key movements of the adjacent Indian Canyon Drive at Pierson Boulevard intersection were evaluated for potential impacts by project trips.

The forecasted queue lengths shown in Table 9, are based on the HCM 95th-percentile back-of-queue methodology. Queuing calculations for the project driveways and the adjacent intersection are shown in the Level of Service worksheets provided in Appendix D.

As shown in Table 9, vehicle queues at for project driveways are forecast to operate within the available storage length during the peak hours for the Opening Year (2025) With Project Phase I and Opening Year (2027) With Project Phase II conditions.

TRAFFIC SIGNAL WARRANT ANALYSIS
The potential need for installation of a traffic signal at the project driveways was evaluated based on the California Manual on Uniform Traffic Control Devices (“California MUTCD,” November 2014), Section 4C-04, peak hour volume warrant (Warrant 3). The California MUTCD Section 4C-01 states “satisfaction of one or more traffic signal warrants shall not in itself require the installation of a traffic signal” as engineering judgement should be applied to the physical considerations of the location. Traffic signal warrant worksheets are provided in Appendix F.

Installation of a traffic signal is not warranted at the project driveways based on the peak hour volume warrant (Warrant 3) for the analysis scenarios. Based on the peak hour volume warrant (Warrant 3) for existing conditions, installation of a traffic signal is warranted at the adjacent Indian Canyon Drive at Pierson Boulevard intersection.
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(Feet)2
AM PM AM PM 2025 2027
Northbound Left-Thru 490 55 135 55 125 YES YES
Northbound Right 100 15 30 15 25 YES YES
Southbound Left 140 65 65 75 75 YES YES
Southbound Through 345 100 60 100 55 YES YES
Southbound Right 180 15 <10 15 <10 YES YES
Eastbound Left-Thru 100 55 45 55 50 YES YES
Eastbound Right 100 25 <10 25 <10 YES YES
Westbound Lt-Thru-Rt 2,200 125 70 140 90 YES YES
Southbound Shared 25 20 15 15 15 YES YES
Eastbound Left-Thru 2,530 <10 <10 <10 <10 YES YES
Westbound Right 100 <10 <10 <10 <10 YES YES
Northbound Left-Thru 165 - - <10 <10 YES YES
Southbound Thru-Right 940 - - <10 <10 YES YES
Eastbound Shared 50 - - 20 15 YES YES
Northbound Left-Thru 180 <10 <10 <10 <10 YES YES
Southbound Thru-Right 165 <10 <10 <10 <10 YES YES
Eastbound Shared 50 35 30 20 15 YES YES
Notes:

1. 2.

Table 9
Site Access Queuing Analysis
Peak Hour 95th-Percentile
Queue Length (Feet)1
Opening Year
(2027) With Project
Study Intersection Approach
Opening Year
(2025) With Project
Indian Canyon Drive at
Project North Driveway
Lane
Adequate Storage
Provided
Project Driveway at
Pierson Boulevard
Length of turning lane storage or distance to the adjacent driveway.

6. 5.

Indian Canyon Drive at
Pierson Boulevard 3.

7. Indian Canyon Drive at
Project South Driveway
Storage
Length
The forecast 95th-percentile queue lengths shown in the delay calculation worksheets have been rounded up to nearest 5-foot increment.

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8. CONCLUSIONS
This section summarizes the proposed project, operational findings, and identifies recommendations (if any) as specified in previous sections of this study. Figure 37 summarizes the recommended improvements.

PROJECT TRIP GENERATION
Phase I of the proposed project is forecast to generate a total of approximately 4,346 new daily trips, including 155 new trips during the AM peak hour and 185 new trips during the PM peak hour.

Phase II of the proposed project is forecast to generate a total of approximately 4,834 new daily trips, including 177 new trips during the AM peak hour and 195 new trips during the PM peak hour.

LEVEL OF SERVICE ANALYSIS
The study intersections are forecast to operate within acceptable Levels of Service (D or better) during the peak hours for the analysis scenarios. The proposed project is forecast to result in no substantial transportation effects relating to Level of Service operations for all analysis scenarios.

SUMMARY OF IMPROVEMENTS
Project design features (as detailed in the Site Access & On-Site Circulation section) involve improvements necessary to provide project site access, the construction along the project site frontage, and installation of a traffic signal for the Indian Canyon Drive at Pierson Boulevard intersection.

VEHICLE MILES TRAVELED ANALYSIS
For compliance with California Environmental Quality Act (CEQA) requirements, the project VMT assessment is documented separately in the Beyond Food Mart (Indian Canyon & Pierson) Vehicle Miles Traveled Assessment (Ganddini Group, Inc., August 3, 2022).
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Figure 40
Recommended Lane Geometry and Intersection Traffic Controls Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
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3 Indian Canyon Dr (NS)/
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4 Little Morongo Rd (NS)/
Pierson Blvd (EW)
5 Project Dwy (NS)/
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dd
d dd
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#-Lane Undivided Roadway#-Lane Divided RoadwayStop SignAll Way StopTraffic Signal Project Improvements
STOP
STOP
STOP
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APPENDIX A

GLOSSARY
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ACRONYMS
AC Acres
ADT Average Daily Traffic
Caltrans California Department of Transportation
DU Dwelling Unit
ICU Intersection Capacity Utilization
GFA Gross Floor Area
LOS Level of Service
PCE Passenger Car Equivalent
SF Square Foot
SP Service Population
TSF Thousand Square Feet
V/C Volume to Capacity Ratio
VMT Vehicle Miles Traveled
TERMS
ACTUATED SIGNAL CONTROL: A type of traffic signal control in which display of each phase depends on whether the corresponding phase detector has registered a service call or the phase is on recall.

ACTUATION: Detection of a roadway user that is forwarded to the signal controller.

AVERAGE DAILY TRAFFIC: The average 24-hour volume for a stated period is divided by the number of days in that period. For example, Annual Average Daily Traffic is the total volume during a year divided by 365 days.

BANDWIDTH: The number of seconds of green time available for through traffic in a signal progression.

BOTTLENECK: A point of constriction along a roadway that limits the amount of traffic that can proceed downstream from its location.

CALL: An indication within a signal controller that a particular phase is waiting for service, either through actuation from a roadway user or phase recall.

CAPACITY: The maximum number of vehicles that can be reasonably expected to pass through a roadway facility during a specified period.

CHANNELIZATION: The separation of conflicting traffic movements by use of pavement markings, raised curbs, or other suitable means to facilitate free flow movement.

CLEARANCE INTERVAL: Equal to the yellow plus all-red time, if any, when a traffic signal changes between phases (i.e., the amount of time between the end of a green light from one movement to the beginning of a green light for the next).

COORDINATED SIGNAL CONTROL: A type of traffic signal control in which non-coordinated phases associated with minor movements are constrained such that the coordinated phases are served at a specific time during the signal cycle, thus maintaining the efficient progression of traffic flow along the major roadway.

CONTROL DELAY: The portion of delay attributed to the intersection traffic control (such as a traffic signal or stop sign). It includes initial deceleration, queue move-up time, stopped delay, and final acceleration delay.

CORDON: An imaginary boundary line around or across a study area across which vehicles, persons, or other information can be collected for survey and analytical purposes.

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CORNER SIGHT DISTANCE: The minimum sight distance required by the driver of a vehicle to cross or enter the lanes of the major roadway without requiring approaching traffic traveling at a given speed to radically alter their speed or trajectory.

CYCLE: A complete sequence of signal indications for all phases. Also known as a signal cycle.

CYCLE LENGTH: The total time for a traffic signal to complete one full cycle.

DAILY CAPACITY: A theoretical value representing the daily traffic volume that will typically result in a peak hour volume equal to the capacity of the roadway.

DELAY: The total additional travel time experienced by a roadway user (driver, passenger, bicyclist, or pedestrian) beyond that required to travel at a desired speed.

DENSITY: The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any given instant. Usually expressed in vehicles per mile.

DETECTOR: A device used to count or determine the presence of a roadway user.

DESIGN SPEED: A speed used for purposes of designing horizontal and vertical alignments of a highway.

DIRECTIONAL SPLIT: The percent of two-way traffic traveling in a specified direction.

DIVERSION: The rerouting of traffic from a normal path of travel between two points, such as to avoid congestion or perform a secondary trip.

FREE FLOW: Traffic flow that is unaffected by a traffic control and/or or upstream or downstream conditions.

GAP: Time or distance between two vehicles measured from rear bumper of the front vehicle to front bumper of the second vehicle.

GAP ACCEPTANCE: The method by which a driver accepts an available gap in traffic to enter or cross the road.

HEADWAY: Time or distance between two successive vehicles measured from same point on both vehicles (i.e., front bumper to front bumper). Also known as gap.

LEVEL OF SERVICE: A grading scale of quantitative performance measures representing the quality of service of a transportation facility or service from an average traveler’s perspective.

LOOP DETECTOR: A vehicle detector consisting of a loop of wire embedded in the roadway, energized by alternating current and producing an output circuit closure when passed over by a vehicle.

MULTI-MODAL: More than one mode, such as automobile, transit, bicycle, and pedestrian.

OFFSET: The time interval between the beginning of a traffic signal cycle at one intersection and the beginning of signal cycle an adjacent intersection.

PLATOON: A set of vehicles traveling at similar speed and moving as a general group with clear separation between other vehicles ahead and behind.

PASSENGER CAR EQUIVALENT: A metric used to assess the impact of larger vehicles, such as trucks, recreational vehicles, and buses, by converting the traffic volume of larger vehicles to an equivalent number of passenger cars.

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PEDESTRIAN CLEARANCE INTERVAL: Also known as the “Flashing Don’t Walk” interval, it signals the end of pedestrian entry into the crosswalk following the “Walk” indication and provides time for pedestrians who have already entered the crosswalk to finishing crossing.

PEAK HOUR: The hour within a day in which the maximum volume occurs.

PEAK HOUR FACTOR: The peak hour volume divided by the four times the peak 15-minute flow rate.

PHASE: In traffic signals, the green, yellow, and red clearance intervals assigned to a specified traffic movement.

PRETIMED SIGNAL: A traffic signal operation in which the cycle length, phasing sequence, and phasing times are predetermined and fixed, regardless of actual demand for any given traffic movement. Also known as a fixed time signal.

PROGRESSION: The coordinated movement of vehicles through signalized intersections along a corridor.

QUEUE: The number of vehicles waiting at a service area such as a traffic signal, stop sign, or access gate.

QUEUE LENGTH: The length of vehicle queue, typically expressed in feet, waiting at a service area such as a traffic signal, stop sign, or access gate.

RECALL: A signal phasing operation in which a specified phase places a call to the signal controller each time a conflicting phase is served, thus ensuring the specified phase will be serviced again.

SEMI-ACTUATED CONTROL: A type of traffic signal control in which only the minor movements are provided detection.

SIGHT DISTANCE: The continuous length of roadway visible to a driver or roadway user.

STACKING DISTANCE: The length of area available behind a service area, such as a traffic signal or gate, for vehicle queuing to occur.

STOPPING SIGHT DISTANCE: The minimum distance required by the driver of a vehicle traveling at a given speed to bring the vehicle to a stop after an object on the road becomes visible, including reaction and response time.

TRAFFIC-ACTUATED SIGNAL: A type of traffic signal that directs traffic to stop and go in accordance with the demands of traffic, as registered by the actuation of detectors. Also known as a demand responsive signal.

TRIP OR TRIP END: The one-directional movement of a person or vehicle. Every trip has an origin and a destination at its respective ends (i.e., trip ends). In terms of site trip generation, the same vehicle entering and exiting a site generates two trips: one inbound trip and one outbound trip.

TRIP GENERATION RATE: The rate at which a land use generates trips per the specified land use variable, such per dwelling unit or per thousand square feet.

TURNING RADIUS: The circular arc formed by the smallest turning path radius of the front outside tire of a vehicle, such as that performed by a U-turn maneuver. This is based on the length and width of the wheelbase as well as the steering mechanism of the vehicle.

VEHICLE MILES TRAVELED: A measure of the amount and distance of automobile travel essentially calculated as the sum of each trip times the trip length.

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APPENDIX B

SCOPING AGREEMENT
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Land Use Source1
% In % Out Rate % In % Out Rate
Fast-Food Restaurant without Drive-Through Window ITE 933 58% 42% 43.18 50% 50% 33.21 450.49 Convenience Store Gas Station (5.5-10 ksf GFA) ITE 945 50% 50% 31.60 50% 50% 26.90 345.75 Automated Car Wash ITE 948 350% 50% 34.44 50% 50% 77.50 861.11 Land Use Source In Out Total In Out Total
Fast-Food Restaurant with Drive-Through Window ITE 934 2.000 TSF 46 43 89 34 32 66 935 Internal Capture Trips ITE4-23 -6 -29 -10 -13 -23 -150
Pass-by Trips (50%AM, 55%PM, 26%Daily) ITE 9345-12 -18 -30 -13 -11 -24 -243 Subtotal 11 19 30 11 8 19 542
Convenience Store Gas Station (5.5-10 ksf GFA) ITE 945 16 VFP 253 253 506 215 215 430 5,532 Internal Capture Trips ITE3-5 -23 -28 -11 -9 -20 -48
Pass-by Trips (76%AM, 75%PM, 37%Daily) ITE 9454-188 -175 -363 -153 -155 -308 -2,047 Subtotal 60 55 115 51 51 102 3,437
Automated Car Wash ITE 948 1 CWT 17 17 34 39 39 78 861
Internal Capture Trips ITE30 -2 -2 -2 -2 -4 -6
Subtotal 17 15 32 37 37 74 855
Subtotal - Gross Project Trips 316 311 627 286 284 570 7,322 Total Internal Capture Trips (9%AM, 8%PM, 4%Daily) -28 -31 -59 -23 -24 -47 -204 Subtotal - External Project Trips 288 280 568 263 260 523 7,118 Total Pass-by Trips -200 -193 -393 -166 -166 -332 -2,290 TOTAL NEW TRIPS GENERATED 88 87 175 97 94 191 4,828
Notes:

1. 2. TSF = Thousand Square Feet; VFP = Vehicle Fuel Position; CWT = Car Wash Tunnel.

3. 4.

5. ITE = Institute of Transportation Engineers Trip Generation Manual (11th Edition, 2021); ### = Land Use Code.

All rates based on General Urban/Suburban setting.

CWT
Trips Generated
Quantity
AM Peak Hour PM Peak Hour
Daily
TSF
VFP
Table 1
Project Trip Generation
Trip Generation Rates
Land Use
Variable2
AM Peak Hour PM Peak Hour Daily
Rate
Beyond Food Mart (Indian Canyon Pierson)
Trip Generation Analysis
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Figure 1
Project Location Map
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
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Figure 2
Site Plan
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
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Figure 3
Project Outbound Trip Distribution
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
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Figure 4
Project Inbound Trip Distribution
Beyond Food Mart (Indian Canyon & Pierson)
Traffic Impact Analysis
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ATTACHMENT A

SITE PLAN
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NO PARKING NO PARKING NO PARKING EV EV T NO PARKING T
NO

PARKING EV EV
PIERSON BLVD. INDIAN AVE. T SITE PLAN
A1.01

S H E E T

OF SHEETS

REVISIONS
TL/ZL
TL
TL NEW COMMERCIAL DEVELOPMENT NW CNR OF PIERSONS & N. INDIAN CANYON RD., DESERT HOT SPRINGS, CA AMIR BUTT 1461 TAHOE ST., BEAUMONT, CA 92223
ALL IDEAS, DESIGNS, ARRANGEMENTS AND PLANS INDICATED OR REPRESENTED BY THESE DRAWINGS ARE OWNED BY, AND THE PROPERTY OF PEGASUS ARCHITECTS AND PROTECTED BY THE CURRENT ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT, AND OTHER APPLICABLE LAWS. THESE DRAWINGS WERE CREATED, EVOLVED AND DEVELOPED FOR USE ON AND IN CONNECTION WITH THE SPECIFIED PROJECT. NONE OF SUCH IDEAS, DESIGN ARRANGEMENTS OR PLANS SHALL BE USED OR DISCLOSED TO ANY PERSON, FIRM OR CORPORATION FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN PERMISSION OF PEGASUS ARCHITECTS. THESE DRAWINGS ARE NOT VALID FOR CONSTRUCTION PURPOSES UNLESS EXPRESSED CERTIFIED BY PEGASUS ARCHITECTURE FOR CONSTRUCTION ONLY. COPYRIGHT © 2022 PEGASUS ARCHITECTS.

SITE #1169
NORTH
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ATTACHMENT B

INTERNAL CAPTURE WORKSHEETS
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Project Name: Organization:

Project Location: Performed By:

Scenario Description: Date:

Analysis Year: Checked By:

Analysis Period: Date:

ITE LUCs1 Quantity Units Total Entering Exiting
Office 0
Retail ITE 945 / 948 16 / 1 VFP / CWT 540 270 270
Restaurant ITE 934 2.000 TSF 89 46 43
Cinema/Entertainment 0
Residential 0
Hotel 0
All Other Land Uses2 0
629 316 313
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
All Other Land Uses2
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 23 0 0
Restaurant 0 6 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 629 316 313 Office N/A N/A
Internal Capture Percentage 9% 9% 9% Retail 2% 9%
Restaurant 50% 14%
External Vehicle-Trips5 571 287 284 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential N/A N/A
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
City Desert Hot Springs (Indian Cyn & Pierson)
AM Street Peak Hour
Ganddini Group
PDI
2023
Project Trips 2023-0108
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2 Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 1 Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 6Person-Trips
*Indicates computation that has been rounded to the nearest whole number. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete.

Table 2-A: Mode Split and Vehicle Occupancy Estimates
Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)
Origin (From)
Origin (From)
Destination (To)
Cinema/Entertainment
Land Use
Entering Trips Exiting Trips
Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) NCHRP 684 Internal Trip Capture Estimation Tool
Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0
Cinema/Entertainment
Development Data (For Information Only )
0 0
0 Estimated Vehicle-Trips3
Land Use
Beyond Food Mart - Gas, Carwash & QSR
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Project Name: Organization:

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Scenario Description: Date:

Analysis Year: Checked By:

Analysis Period: Date:

ITE LUCs1 Quantity Units Total Entering Exiting
Office 0
Retail ITE 945 / 948 16 / 1 VFP / CWT 508 254 254
Restaurant ITE 934 2.000 TSF 66 34 32
Cinema/Entertainment 0
Residential 0
Hotel 0
All Other Land Uses2 0
574 288 286
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
All Other Land Uses2
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 10 0 0
Restaurant 0 13 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 574 288 286 Office N/A N/A
Internal Capture Percentage 8% 8% 8% Retail 5% 4%
Restaurant 29% 41%
External Vehicle-Trips5 528 265 263 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential N/A N/A
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
1 Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2 Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 3 Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 5 Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P.

Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be 6 Person-Trips
0 0
0 0
Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)
Destination (To)
Cinema/Entertainment
0 Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From)
Destination (To)
Cinema/Entertainment
NCHRP 684 Internal Trip Capture Estimation Tool
Beyond Food Mart - Gas, Carwash & QSR Ganddini Group
City Desert Hot Springs (Indian Cyn & Pierson) PDI
*Indicates computation that has been rounded to the nearest whole number.

Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Project Trips 2023-0108
2023
PM Street Peak Hour
Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use
Development Data (For Information Only ) Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use
Entering Trips Exiting Trips
APX-19
Item Number: 1.

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APPENDIX C

INTERSECTION TURNING MOVEMENT COUNTS
APX-20
Item Number: 1.

Page 1151 of 2517 ends

DATE: LOCATION: PROJECT #: SC3562
Wed, Aug 17, 22 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0 X 0 1 1 X X 1 0 0 0 0 0
7:00 AM 0 0 0 6 0 0 1 36 0 0 22 1 66 0 0 0 0 0
7:15 AM 0 0 0 8 0 0 0 38 0 0 22 1 69 0 0 0 0 0
7:30 AM 0 0 0 20 0 1 1 42 0 0 24 2 90 0 0 0 0 0
7:45 AM 0 0 0 14 0 0 0 34 0 0 37 5 90 0 0 0 0 0
8:00 AM 0 0 0 5 0 1 0 33 0 0 18 2 59 0 0 0 0 0
8:15 AM 0 0 0 9 0 0 1 36 0 0 32 4 82 0 0 0 0 0
8:30 AM 0 0 0 7 0 0 0 25 0 0 34 5 71 0 0 0 0 0
8:45 AM 0 0 0 8 0 1 0 16 0 0 11 4 40 0 0 0 0 0
VOLUMES 0 0 0 77 0 3 3 260 0 0 200 24 567 0 0 0 0 0
APPROACH % 0% 0% 0% 96% 0% 4% 1% 99% 0% 0% 89% 11%
APP/DEPART 0 / 27 80 / 0 263 / 337 224 / 203 0

BEGIN PEAK HR
VOLUMES 0 0 0 48 0 2 2 145 0 0 111 13 321
APPROACH % 0% 0% 0% 96% 0% 4% 1% 99% 0% 0% 90% 10%
PEAK HR FACTOR 0.000 0.595 0.855 0.738 0.892
APP/DEPART 0 / 15 50 / 0 147 / 193 124 / 113 0
4:00 PM 0 0 0 2 0 0 0 35 0 0 41 5 83 0 0 0 0 0
4:15 PM 0 0 0 4 0 2 0 41 0 0 27 4 78 0 0 0 0 0
4:30 PM 0 0 0 2 0 0 2 28 0 0 22 5 59 0 0 0 0 0
4:45 PM 0 0 0 3 0 0 2 36 0 0 31 7 79 0 0 0 0 0
5:00 PM 0 0 0 4 0 1 0 41 0 0 34 6 86 0 0 0 0 0
5:15 PM 0 0 0 2 0 0 0 34 0 0 38 8 82 0 0 0 0 0
5:30 PM 0 0 0 5 0 0 0 40 0 0 38 6 89 0 0 0 0 0
5:45 PM 0 0 0 2 0 0 1 41 0 0 23 4 71 0 0 0 0 0
VOLUMES 0 0 0 24 0 3 5 296 0 0 254 45 627 0 0 0 0 0
APPROACH % 0% 0% 0% 89% 0% 11% 2% 98% 0% 0% 85% 15%
APP/DEPART 0 / 50 27 / 0 301 / 320 299 / 257 0

BEGIN PEAK HR
VOLUMES 0 0 0 14 0 1 2 151 0 0 141 27 336
APPROACH % 0% 0% 0% 93% 0% 7% 1% 99% 0% 0% 84% 16%
PEAK HR FACTOR 0.000 0.750 0.933 0.913 0.944
APP/DEPART 0 / 29 15 / 0 153 / 165 168 / 142 0
Karen

NORTH SIDE
Pierson WEST SIDE EAST SIDE Pierson

SOUTH SIDE
Karen

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Desert Hot Springs
Karen
Pierson

U-TURNS
Karen Karen Pierson Pierson
A
M
7:30 AM
PM
4:45 PM
Add U-Turns to Left Turns
APX-21
Item Number: 1.

Page 1152 of 2517 ends

DATE: LOCATION: PROJECT #: SC3562
Wed, Aug 17, 22 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 1 1 1 X X X X 1 X 1 0 0 0 0
7:00 AM 0 18 20 8 30 0 0 0 0 47 0 15 138 0 0 0 0 0
7:15 AM 0 18 14 12 28 0 0 0 0 49 0 13 134 0 0 0 0 0
7:30 AM 0 17 18 19 17 0 0 0 0 55 0 24 150 0 0 0 0 0
7:45 AM 0 18 15 7 26 0 0 0 0 36 0 10 112 0 0 0 0 0
8:00 AM 0 27 13 7 31 0 0 0 0 35 0 15 128 0 0 0 0 0
8:15 AM 0 15 20 11 22 0 0 0 0 37 0 9 114 0 0 0 0 0
8:30 AM 0 13 15 12 20 0 0 0 0 38 0 10 108 0 0 0 0 0
8:45 AM 0 16 8 6 15 0 0 0 0 21 0 7 73 0 0 0 0 0
VOLUMES 0 142 123 82 189 0 0 0 0 318 0 103 957 0 0 0 0 0 APPROACH % 0% 54% 46% 30% 70% 0% 0% 0% 0% 76% 0% 24%
APP/DEPART 265 / 245 271 / 507 0 / 205 421 / 0 0

BEGIN PEAK HR
VOLUMES 0 71 67 46 101 0 0 0 0 187 0 62 534
APPROACH % 0% 51% 49% 31% 69% 0% 0% 0% 0% 75% 0% 25%
PEAK HR FACTOR 0.908 0.919 0.000 0.788 0.890
APP/DEPART 138 / 133 147 / 288 0 / 113 249 / 0 0
4:00 PM 0 39 19 12 17 0 0 0 0 17 0 26 130 0 0 0 0 0
4:15 PM 0 32 26 11 27 0 0 0 0 21 0 28 145 0 0 0 0 0
4:30 PM 0 48 30 16 20 0 0 0 0 20 0 17 151 0 0 0 0 0
4:45 PM 0 27 21 18 18 0 0 0 0 17 0 27 128 0 0 0 0 0
5:00 PM 0 39 21 12 25 0 0 0 0 12 0 12 121 0 0 0 0 0
5:15 PM 0 43 29 9 27 0 0 0 0 16 0 23 147 0 0 0 0 0
5:30 PM 0 31 29 15 29 0 0 0 0 19 0 25 148 0 0 0 0 0
5:45 PM 0 44 20 12 18 0 0 0 0 12 0 18 124 0 0 0 0 0
VOLUMES 0 303 195 105 181 0 0 0 0 134 0 176 1,094 0 0 0 0 0 APPROACH % 0% 61% 39% 37% 63% 0% 0% 0% 0% 43% 0% 57%
APP/DEPART 498 / 479 286 / 315 0 / 300 310 / 0 0

BEGIN PEAK HR
VOLUMES 0 146 96 57 82 0 0 0 0 75 0 98 554
APPROACH % 0% 60% 40% 41% 59% 0% 0% 0% 0% 43% 0% 57%
PEAK HR FACTOR 0.776 0.914 0.000 0.883 0.917
APP/DEPART 242 / 244 139 / 157 0 / 153 173 / 0 0
Indian Cyn

NORTH SIDE
Mission Lakes WEST SIDE EAST SIDE Mission Lakes

SOUTH SIDE
Indian Cyn
A
M
7:00 AM
PM
4:00 PM

U-TURNS
Indian Cyn Indian Cyn Mission Lakes Mission Lakes

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Desert Hot Springs
Indian Cyn
Mission Lakes
Add U-Turns to Left Turns
APX-22
Item Number: 1.

Page 1153 of 2517 ends

DATE: LOCATION: PROJECT #: SC3562
Wed, Aug 17, 22 NORTH & SOUTH: LOCATION #: 3
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0
7:00 AM 1 21 8 11 53 7 9 31 17 30 20 6 214 0 0 0 0 0
7:15 AM 2 18 19 14 59 6 6 30 16 34 14 8 226 0 0 0 0 0
7:30 AM 2 18 6 4 50 14 12 32 24 42 25 6 235 0 0 0 0 0
7:45 AM 2 21 10 11 49 10 8 23 12 28 18 6 198 0 0 0 0 0
8:00 AM 6 27 7 10 45 12 1 31 7 23 15 10 194 0 0 0 0 0
8:15 AM 6 22 6 6 46 8 9 23 9 19 28 4 186 0 0 0 0 0
8:30 AM 5 22 6 7 43 4 6 11 10 18 16 4 152 0 0 0 0 0
8:45 AM 2 17 11 7 28 7 5 17 6 15 12 4 131 0 0 0 0 0
VOLUMES 26 166 73 70 373 68 56 198 101 209 148 48 1,536 0 0 0 0 0 APPROACH % 10% 63% 28% 14% 73% 13% 16% 56% 28% 52% 37% 12% APP/DEPART 265 / 270 511 / 683 355 / 341 405 / 242 0

BEGIN PEAK HR
VOLUMES 7 78 43 40 211 37 35 116 69 134 77 26 873
APPROACH % 5% 61% 34% 14% 73% 13% 16% 53% 31% 57% 32% 11% PEAK HR FACTOR 0.821 0.911 0.809 0.812 0.929
APP/DEPART 128 / 139 288 / 414 220 / 199 237 / 121 0
4:00 PM 9 36 15 3 29 6 7 33 1 28 39 15 221 0 0 0 0 0
4:15 PM 6 40 17 6 25 9 11 28 4 12 18 4 180 0 0 0 0 0
4:30 PM 7 59 17 9 28 6 10 24 2 16 20 6 204 0 0 0 0 0
4:45 PM 8 41 15 6 24 8 5 27 7 19 20 8 188 0 0 0 0 0
5:00 PM 13 44 15 5 23 4 9 27 6 21 25 4 196 0 0 0 0 0
5:15 PM 13 51 19 14 26 9 10 26 6 11 27 8 220 0 0 0 0 0
5:30 PM 10 45 17 12 22 5 13 29 3 13 24 7 200 0 0 0 0 0
5:45 PM 12 52 13 7 30 2 5 36 3 9 20 9 198 0 0 0 0 0
VOLUMES 78 368 128 62 207 49 70 230 32 129 193 61 1,607 0 0 0 0 0 APPROACH % 14% 64% 22% 19% 65% 15% 21% 69% 10% 34% 50% 16% APP/DEPART 574 / 499 318 / 368 332 / 420 383 / 320 0

BEGIN PEAK HR
VOLUMES 48 192 64 38 101 20 37 118 18 54 96 28 814
APPROACH % 16% 63% 21% 24% 64% 13% 21% 68% 10% 30% 54% 16% PEAK HR FACTOR 0.916 0.811 0.961 0.890 0.925
APP/DEPART 304 / 257 159 / 173 173 / 220 178 / 164 0
Indian Cyn

NORTH SIDE
Pierson WEST SIDE EAST SIDE Pierson

SOUTH SIDE
Indian Cyn

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Desert Hot Springs
Indian Cyn
Pierson

U-TURNS
Indian Cyn Indian Cyn Pierson Pierson
A
M
7:00 AM
PM
5:00 PM
Add U-Turns to Left Turns
APX-23
Item Number: 1.

Page 1154 of 2517 ends

DATE: LOCATION: PROJECT #: SC3562
Wed, Aug 17, 22 NORTH & SOUTH: LOCATION #: 4
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 1 0 0 0 0
7:00 AM 4 20 4 12 44 4 7 36 20 6 46 8 211 0 0 0 0 0
7:15 AM 4 19 6 17 50 4 12 46 25 17 49 14 263 0 0 0 0 0
7:30 AM 8 23 6 13 35 11 6 36 19 7 54 8 226 0 0 0 0 0
7:45 AM 7 16 13 11 34 7 4 45 9 11 29 11 197 0 0 0 0 0
8:00 AM 8 22 15 12 21 9 6 48 11 9 42 15 218 0 0 0 0 0
8:15 AM 7 18 8 10 47 13 19 23 10 6 44 13 218 0 0 0 0 0
8:30 AM 2 17 2 15 44 12 4 25 11 8 24 17 181 0 0 0 0 0
8:45 AM 10 23 2 14 27 7 3 27 4 3 29 6 155 0 0 0 0 0
VOLUMES 50 158 56 104 302 67 61 286 109 67 317 92 1,669 0 0 0 0 0 APPROACH % 19% 60% 21% 22% 64% 14% 13% 63% 24% 14% 67% 19% APP/DEPART 264 / 311 473 / 478 456 / 446 476 / 434 0

BEGIN PEAK HR
VOLUMES 27 80 40 53 140 31 28 175 64 44 174 48 904
APPROACH % 18% 54% 27% 24% 63% 14% 10% 66% 24% 17% 65% 18% PEAK HR FACTOR 0.817 0.789 0.804 0.831 0.859
APP/DEPART 147 / 156 224 / 248 267 / 268 266 / 232 0
4:00 PM 19 45 20 10 21 7 6 49 5 17 67 21 287 0 0 0 0 0
4:15 PM 15 38 13 9 22 2 4 48 10 5 40 14 220 0 0 0 0 0
4:30 PM 14 32 8 12 19 9 3 36 6 9 38 13 199 0 0 0 0 0
4:45 PM 7 43 19 12 19 2 2 41 2 5 47 19 218 0 0 0 0 0
5:00 PM 11 34 9 14 22 2 6 45 12 6 44 23 228 0 0 0 0 0
5:15 PM 15 39 9 8 16 5 7 47 6 8 51 24 235 0 0 0 0 0
5:30 PM 19 43 6 19 23 1 2 63 4 9 43 14 246 0 0 0 0 0
5:45 PM 13 31 1 12 15 3 6 48 10 5 34 14 192 0 0 0 0 0
VOLUMES 113 305 85 96 157 31 36 377 55 64 364 142 1,825 0 0 0 0 0 APPROACH % 22% 61% 17% 34% 55% 11% 8% 81% 12% 11% 64% 25% APP/DEPART 503 / 483 284 / 276 468 / 558 570 / 508 0

BEGIN PEAK HR
VOLUMES 52 159 43 53 80 10 17 196 24 28 185 80 927
APPROACH % 20% 63% 17% 37% 56% 7% 7% 83% 10% 10% 63% 27% PEAK HR FACTOR 0.920 0.831 0.859 0.883 0.942
APP/DEPART 254 / 256 143 / 132 237 / 292 293 / 247 0
Little Morongo

NORTH SIDE
Pierson WEST SIDE EAST SIDE Pierson

SOUTH SIDE
Little Morongo
A
M
7:15 AM
PM
4:45 PM

U-TURNS
Little Morongo Little Morongo Pierson Pierson

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Desert Hot Springs
Little Morongo
Pierson
Add U-Turns to Left Turns
APX-24
Item Number: 1.

Page 1155 of 2517 ends

APPENDIX D

LEVEL OF SERVICE WORKSHEETS
APX-25
Item Number: 1.

Page 1156 of 2517 ends

EXISTING
APX-26
Item Number: 1.

Page 1157 of 2517 ends

Intersection Analysis Summary
Report File: G:\...\AME.pdf 8/26/2022
Vistro File: G:\...\AM.vistro Scenario 1 Existing
Beyond Food Mart Indian Canyon & Pierson
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Thru 0.458 13.0 B
HCM 7th
Edition All-way stop Little Morongo Rd (NS) atPierson Blvd (EW) 4 SB Thru 0.539 13.7 B
HCM 7th
Edition All-way stop Indian Canyon Dr (NS) atPierson Blvd (EW) 3 SB Left 0.243 17.5 B
HCM 7th
Edition Signalized Indian Canyon Dr (NS) atMission Lakes Blvd (EW) 2 EB Left 0.147 6.8 A
HCM 7th
Edition Signalized Karen Ave (NS) at PiersonBlvd (EW) 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Build out with 3 driveways Year 2027
1 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-27
Item Number: 1.

Page 1158 of 2517 ends

Volume to Capacity (v/c): 0.147
Level Of Service: A
Delay (sec / veh): 6.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Karen Ave (NS) at Pierson Blvd (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 210.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Karen Ave Pierson Blvd Pierson Blvd
Intersection Setup
Build out with 3 driveways Year 2027
2 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-28
Item Number: 1.

Page 1159 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 54 2 2 163 124 15
Total 15-Minute Volume [veh/h] 13 1 1 41 31 4
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 Total Hourly Volume [veh/h] 48 2 2 145 111 13
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 48 2 2 145 111 13
Name Karen Ave Pierson Blvd Pierson Blvd
Volumes
Build out with 3 driveways Year 2027
3 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-29
Item Number: 1.

Page 1160 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 14 0 0 10 17 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 23 0 9 37 28 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 5 0 5 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 6 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
Build out with 3 driveways Year 2027
4 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-30
Item Number: 1.

Page 1161 of 2517 ends

95th-Percentile Queue Length [ft/ln] 36.55 1.20 2.62 2.70 4.99 0.61 95th-Percentile Queue Length [veh/ln] 1.46 0.05 0.10 0.11 0.20 0.02 50th-Percentile Queue Length [ft/ln] 20.31 0.67 1.45 1.50 2.77 0.34 50th-Percentile Queue Length [veh/ln] 0.81 0.03 0.06 0.06 0.11 0.01 Critical Lane Group Yes No No Yes No No
Lane Group LOS C C D A A A
d, Delay for Lane Group [s/veh] 33.28 27.14 43.76 1.28 2.25 2.02 X, volume / capacity 0.57 0.02 0.24 0.11 0.09 0.01
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.45 0.11 13.93 0.14 0.13 0.02 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.50 0.50 0.50
d1, Uniform Delay [s] 27.84 27.03 29.83 1.14 2.13 2.00
c, Capacity [veh/h] 94 84 8 1523 1390 1181
s, saturation flow rate [veh/h] 1781 1589 1781 1870 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.00 0.00 0.09 0.07 0.01 g / C, Green / Cycle 0.05 0.05 0.00 0.82 0.74 0.74
g_i, Effective Green Time [s] 3 3 0 49 45 45
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group L R L C C R
Lane Group Calculations
Build out with 3 driveways Year 2027
5 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-31
Item Number: 1.

Page 1162 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 33.28 27.14 43.76 1.28 2.25 2.02 Movement LOS C C D A A A
d_A, Approach Delay [s/veh] 33.06 1.79 2.23
Approach LOS C A A
d_I, Intersection Delay [s/veh] 6.83
Intersection LOS A
Intersection V/C 0.147
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.72 21.72 0.00
I_p,int, Pedestrian LOS Score for Intersection 1.960 2.079 0.000 Crosswalk LOS A B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 632 1098 799 d_b, Bicycle Delay [s] 14.05 6.10 10.83
I_b,int, Bicycle LOS Score for Intersection 1.560 1.832 1.789 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Build out with 3 driveways Year 2027
6 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-32
Item Number: 1.

Page 1163 of 2517 ends

Volume to Capacity (v/c): 0.243
Level Of Service: B
Delay (sec / veh): 17.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Indian Canyon Dr (NS) at Mission Lakes Blvd (EW) Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 260.00 105.00 100.00 160.00 100.00 No. of Lanes in Entry Pocket 0 1 1 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Intersection Setup
Build out with 3 driveways Year 2027
7 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-33
Item Number: 1.

Page 1164 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 80 75 52 113 210 70
Total 15-Minute Volume [veh/h] 20 19 13 28 53 17
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8900 0.8900 0.8900 0.8900 0.8900 0.8900 Total Hourly Volume [veh/h] 71 67 46 101 187 62
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 71 67 46 101 187 62
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Volumes
Build out with 3 driveways Year 2027
8 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-34
Item Number: 1.

Page 1165 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 18 0 0 10 10 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 27 0 9 36 24 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 10 0 5 10 5 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 6 0 5 2 7 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
Build out with 3 driveways Year 2027
9 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-35
Item Number: 1.

Page 1166 of 2517 ends

95th-Percentile Queue Length [ft/ln] 11.94 11.54 35.02 6.28 125.43 35.94 95th-Percentile Queue Length [veh/ln] 0.48 0.46 1.40 0.25 5.02 1.44 50th-Percentile Queue Length [ft/ln] 6.63 6.41 19.45 3.49 69.68 19.97 50th-Percentile Queue Length [veh/ln] 0.27 0.26 0.78 0.14 2.79 0.80 Critical Lane Group No Yes Yes No Yes No
Lane Group LOS A A C A C C
d, Delay for Lane Group [s/veh] 5.28 5.34 33.69 2.78 28.64 23.09 X, volume / capacity 0.07 0.08 0.58 0.08 0.76 0.28
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.13 0.16 5.76 0.13 4.30 0.62 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.11
d1, Uniform Delay [s] 5.16 5.18 27.94 2.66 24.35 22.47
c, Capacity [veh/h] 1113 946 90 1331 276 246
s, saturation flow rate [veh/h] 1870 1589 1781 1870 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.04 0.05 0.03 0.06 0.12 0.04 g / C, Green / Cycle 0.60 0.60 0.05 0.71 0.15 0.15
g_i, Effective Green Time [s] 36 36 3 43 9 9
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group C R L C L R
Lane Group Calculations
Build out with 3 driveways Year 2027
10 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-36
Item Number: 1.

Page 1167 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 5.28 5.34 33.69 2.78 28.64 23.09 Movement LOS A A C A C C
d_A, Approach Delay [s/veh] 5.31 12.52 27.26
Approach LOS A B C
d_I, Intersection Delay [s/veh] 17.54
Intersection LOS B
Intersection V/C 0.243
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 21.72
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.141 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 766 1065 666 d_b, Bicycle Delay [s] 11.44 6.56 13.37
I_b,int, Bicycle LOS Score for Intersection 1.815 1.832 1.560 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Build out with 3 driveways Year 2027
11 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-37
Item Number: 1.

Page 1168 of 2517 ends

Volume to Capacity (v/c): 0.539
Level Of Service: B
Delay (sec / veh): 13.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 3: Indian Canyon Dr (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 8 84 46 43 227 40 38 125 74 144 83 28 Total 15-Minute Volume [veh/h] 2 21 12 11 57 10 9 31 19 36 21 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 Total Hourly Volume [veh/h] 7 78 43 40 211 37 35 116 69 134 77 26 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 7 78 43 40 211 37 35 116 69 134 77 26 Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Volumes
Build out with 3 driveways Year 2027
12 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-38
Item Number: 1.

Page 1169 of 2517 ends

Intersection LOS B
Intersection Delay [s/veh] 13.67
Approach LOS B C B B
Approach Delay [s/veh] 10.21 16.32 11.09 14.70
95th-Percentile Queue Length [ft] 15.29 6.13 79.88 30.77 9.92 59.09 95th-Percentile Queue Length [veh] 0.61 0.25 3.20 1.23 0.40 2.36 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.17 0.08 0.54 0.30 0.12 0.46
Capacity per Entry Lane [veh/h] 538 607 576 550 631 560 Lanes
Intersection Settings
Build out with 3 driveways Year 2027
13 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-39
Item Number: 1.

Page 1170 of 2517 ends

Volume to Capacity (v/c): 0.458
Level Of Service: B
Delay (sec / veh): 13.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 4: Little Morongo Rd (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 836.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 31 93 47 62 163 36 33 204 74 51 202 56 Total 15-Minute Volume [veh/h] 8 23 12 15 41 9 8 51 19 13 51 14 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 Total Hourly Volume [veh/h] 27 80 40 53 140 31 28 175 64 44 174 48 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 27 80 40 53 140 31 28 175 64 44 174 48 Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Volumes
Build out with 3 driveways Year 2027
14 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-40
Item Number: 1.

Page 1171 of 2517 ends

Intersection LOS B
Intersection Delay [s/veh] 13.00
Approach LOS B B B B
Approach Delay [s/veh] 11.58 13.50 12.81 13.58
95th-Percentile Queue Length [ft] 29.94 54.69 53.11 9.91 59.56 7.27 95th-Percentile Queue Length [veh] 1.20 2.19 2.12 0.40 2.38 0.29 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.29 0.43 0.43 0.12 0.46 0.09
Capacity per Entry Lane [veh/h] 589 602 555 631 553 632 Lanes
Intersection Settings
Build out with 3 driveways Year 2027
15 8/26/2022
Scenario 1: 1 Existing AM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-41
Item Number: 1.

Page 1172 of 2517 ends

Intersection Analysis Summary
Report File: G:\...\PME.pdf 8/30/2022
Vistro File: G:\...\PM.vistro Scenario 1 Existing
Beyond Food Mart Indian Canyon & Pierson
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

EB Thru 0.430 12.3 B
HCM 7th
Edition All-way stop Little Morongo Rd (NS) atPierson Blvd (EW) 4 NB Thru 0.442 12.2 B
HCM 7th
Edition All-way stop Indian Canyon Dr (NS) atPierson Blvd (EW) 3 SB Left 0.234 14.8 B
HCM 7th
Edition Signalized Indian Canyon Dr (NS) atMission Lakes Blvd (EW) 2 EB Left 0.117 3.1 A
HCM 7th
Edition Signalized Karen Ave (NS) at PiersonBlvd (EW) 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Build out with 3 driveways Year 2027
1 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-42
Item Number: 1.

Page 1173 of 2517 ends

Volume to Capacity (v/c): 0.117
Level Of Service: A
Delay (sec / veh): 3.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Karen Ave (NS) at Pierson Blvd (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 210.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Karen Ave Pierson Blvd Pierson Blvd
Intersection Setup
Build out with 3 driveways Year 2027
2 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-43
Item Number: 1.

Page 1174 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 15 1 2 160 149 29
Total 15-Minute Volume [veh/h] 4 0 1 40 37 7
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9438 0.9438 0.9438 0.9438 0.9438 0.9438 Total Hourly Volume [veh/h] 14 1 2 151 141 27
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 14 1 2 151 141 27
Name Karen Ave Pierson Blvd Pierson Blvd
Volumes
Build out with 3 driveways Year 2027
3 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-44
Item Number: 1.

Page 1175 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 14 0 0 10 17 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 23 0 9 37 28 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 5 0 5 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 6 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
Build out with 3 driveways Year 2027
4 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-45
Item Number: 1.

Page 1176 of 2517 ends

95th-Percentile Queue Length [ft/ln] 11.57 0.71 2.62 2.53 2.58 0.54 95th-Percentile Queue Length [veh/ln] 0.46 0.03 0.10 0.10 0.10 0.02 50th-Percentile Queue Length [ft/ln] 6.43 0.39 1.45 1.41 1.43 0.30 50th-Percentile Queue Length [veh/ln] 0.26 0.02 0.06 0.06 0.06 0.01 Critical Lane Group Yes No No Yes No No
Lane Group LOS D C D A A A
d, Delay for Lane Group [s/veh] 35.32 29.15 43.76 0.91 1.81 1.60 X, volume / capacity 0.39 0.03 0.24 0.10 0.10 0.02
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 6.28 0.34 13.93 0.13 0.14 0.04 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.50 0.50 0.50
d1, Uniform Delay [s] 29.04 28.81 29.83 0.79 1.67 1.56
c, Capacity [veh/h] 39 34 8 1581 1448 1231
s, saturation flow rate [veh/h] 1781 1589 1781 1870 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.01 0.00 0.00 0.09 0.08 0.02 g / C, Green / Cycle 0.02 0.02 0.00 0.85 0.78 0.78
g_i, Effective Green Time [s] 1 1 0 51 47 47
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group L R L C C R
Lane Group Calculations
Build out with 3 driveways Year 2027
5 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-46
Item Number: 1.

Page 1177 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 35.32 29.15 43.76 0.91 1.81 1.60 Movement LOS D C D A A A
d_A, Approach Delay [s/veh] 34.94 1.44 1.77
Approach LOS C A A
d_I, Intersection Delay [s/veh] 3.11
Intersection LOS A
Intersection V/C 0.117
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.72 21.72 0.00
I_p,int, Pedestrian LOS Score for Intersection 1.946 2.090 0.000 Crosswalk LOS A B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 632 1098 799 d_b, Bicycle Delay [s] 14.05 6.10 10.83
I_b,int, Bicycle LOS Score for Intersection 1.560 1.827 1.853 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Build out with 3 driveways Year 2027
6 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-47
Item Number: 1.

Page 1178 of 2517 ends

Volume to Capacity (v/c): 0.234
Level Of Service: B
Delay (sec / veh): 14.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Indian Canyon Dr (NS) at Mission Lakes Blvd (EW) Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 260.00 105.00 100.00 160.00 100.00 No. of Lanes in Entry Pocket 0 1 1 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Intersection Setup
Build out with 3 driveways Year 2027
7 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-48
Item Number: 1.

Page 1179 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 159 105 62 89 82 107
Total 15-Minute Volume [veh/h] 40 26 16 22 20 27
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9172 0.9172 0.9172 0.9172 0.9172 0.9172 Total Hourly Volume [veh/h] 146 96 57 82 75 98
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 146 96 57 82 75 98
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Volumes
Build out with 3 driveways Year 2027
8 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-49
Item Number: 1.

Page 1180 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 18 0 0 10 10 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 27 0 9 36 24 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 10 0 5 10 5 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 6 0 5 2 7 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
Build out with 3 driveways Year 2027
9 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-50
Item Number: 1.

Page 1181 of 2517 ends

95th-Percentile Queue Length [ft/ln] 18.33 12.22 41.74 1.49 47.39 67.19 95th-Percentile Queue Length [veh/ln] 0.73 0.49 1.67 0.06 1.90 2.69 50th-Percentile Queue Length [ft/ln] 10.19 6.79 23.19 0.83 26.33 37.33 50th-Percentile Queue Length [veh/ln] 0.41 0.27 0.93 0.03 1.05 1.49 Critical Lane Group Yes No Yes No No Yes
Lane Group LOS A A C A C C
d, Delay for Lane Group [s/veh] 4.41 4.30 34.03 1.82 27.23 30.64 X, volume / capacity 0.13 0.10 0.62 0.06 0.45 0.66
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.23 0.20 6.25 0.08 1.77 4.60 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.11
d1, Uniform Delay [s] 4.19 4.10 27.78 1.74 25.46 26.04
c, Capacity [veh/h] 1203 1022 99 1431 181 161
s, saturation flow rate [veh/h] 1870 1589 1781 1870 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.09 0.07 0.03 0.05 0.05 0.07 g / C, Green / Cycle 0.64 0.64 0.05 0.77 0.10 0.10
g_i, Effective Green Time [s] 39 39 3 46 6 6
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group C R L C L R
Lane Group Calculations
Build out with 3 driveways Year 2027
10 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-51
Item Number: 1.

Page 1182 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 4.41 4.30 34.03 1.82 27.23 30.64 Movement LOS A A C A C C
d_A, Approach Delay [s/veh] 4.37 15.05 29.16
Approach LOS A B C
d_I, Intersection Delay [s/veh] 14.80
Intersection LOS B
Intersection V/C 0.234
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 21.72
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.114 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 766 1065 666 d_b, Bicycle Delay [s] 11.44 6.56 13.37
I_b,int, Bicycle LOS Score for Intersection 1.995 1.809 1.560 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Build out with 3 driveways Year 2027
11 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-52
Item Number: 1.

Page 1183 of 2517 ends

Volume to Capacity (v/c): 0.442
Level Of Service: B
Delay (sec / veh): 12.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 3: Indian Canyon Dr (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 52 208 69 41 109 22 40 128 19 58 104 30 Total 15-Minute Volume [veh/h] 13 52 17 10 27 5 10 32 5 15 26 8 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 Total Hourly Volume [veh/h] 48 192 64 38 101 20 37 118 18 54 96 28 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 48 192 64 38 101 20 37 118 18 54 96 28 Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Volumes
Build out with 3 driveways Year 2027
12 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-53
Item Number: 1.

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Intersection LOS B
Intersection Delay [s/veh] 12.22
Approach LOS B B B B
Approach Delay [s/veh] 12.55 11.94 11.60 12.53
95th-Percentile Queue Length [ft] 56.37 8.47 31.34 31.64 2.30 37.07 95th-Percentile Queue Length [veh] 2.25 0.34 1.25 1.27 0.09 1.48 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.44 0.10 0.30 0.30 0.03 0.34
Capacity per Entry Lane [veh/h] 588 677 574 556 638 569 Lanes
Intersection Settings
Build out with 3 driveways Year 2027
13 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-54
Item Number: 1.

Page 1185 of 2517 ends

Volume to Capacity (v/c): 0.430
Level Of Service: B
Delay (sec / veh): 12.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 4: Little Morongo Rd (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 836.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 55 169 46 56 85 11 18 208 25 30 196 85 Total 15-Minute Volume [veh/h] 14 42 11 14 21 3 5 52 6 7 49 21 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 Total Hourly Volume [veh/h] 52 159 43 53 80 10 17 196 24 28 185 80 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 52 159 43 53 80 10 17 196 24 28 185 80 Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Volumes
Build out with 3 driveways Year 2027
14 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-55
Item Number: 1.

Page 1186 of 2517 ends

Intersection LOS B
Intersection Delay [s/veh] 12.33
Approach LOS B B B B
Approach Delay [s/veh] 12.99 11.15 12.76 12.00
95th-Percentile Queue Length [ft] 53.99 25.38 47.74 3.03 47.18 11.20 95th-Percentile Queue Length [veh] 2.16 1.02 1.91 0.12 1.89 0.45 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.43 0.26 0.40 0.04 0.40 0.13
Capacity per Entry Lane [veh/h] 628 593 566 642 570 651 Lanes
Intersection Settings
Build out with 3 driveways Year 2027
15 8/30/2022
Scenario 1: 1 Existing PM Peak Hour
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-4)
Generated with
APX-56
Item Number: 1.

Page 1187 of 2517 ends

APX-57
Item Number: 1.

Page 1188 of 2517 ends

Intersection Analysis Summary
Report File: G:\...\AMEp_II.pdf 2/16/2023
Vistro File: G:\...\AM_PH2.vistro Scenario 5 Existing Plus Project Phase II Beyond Food Mart Indian Canyon & Pierson
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

EB Left 0.044 16.9 C
HCM 7th
Edition Two-way stop Indian Canyon Dr (NS) atProject South Dwy (EW) 7 EB Left 0.106 14.7 B
HCM 7th
Edition Two-way stop Indian Canyon Dr (NS) atProject North Dwy (EW) 6 SB Left 0.063 13.4 B
HCM 7th
Edition Two-way stop Project Dwy (NS) at PiersonBlvd (EW) 5 WB Thru 0.513 14.4 B
HCM 7th
Edition All-way stop Little Morongo Rd (NS) atPierson Blvd (EW) 4 SB Left 0.466 13.5 B
HCM 7th
Edition Signalized Indian Canyon Dr (NS) atPierson Blvd (EW) 3 SB Left 0.265 17.3 B
HCM 7th
Edition Signalized Indian Canyon Dr (NS) atMission Lakes Blvd (EW) 2 EB Left 0.163 6.6 A
HCM 7th
Edition Signalized Karen Ave (NS) at PiersonBlvd (EW) 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-58
Item Number: 1.

Page 1189 of 2517 ends

Volume to Capacity (v/c): 0.163
Level Of Service: A
Delay (sec / veh): 6.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Karen Ave (NS) at Pierson Blvd (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 210.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Karen Ave Pierson Blvd Pierson Blvd
Intersection Setup
2 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-59
Item Number: 1.

Page 1190 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 58 2 2 183 145 19
Total 15-Minute Volume [veh/h] 15 1 1 46 36 5
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 Total Hourly Volume [veh/h] 52 2 2 163 129 17
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 4 0 0 18 18 4
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 48 2 2 145 111 13
Name Karen Ave Pierson Blvd Pierson Blvd
Volumes
3 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-60
Item Number: 1.

Page 1191 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 14 0 0 10 17 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 23 0 9 37 28 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 5 0 5 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 6 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-61
Item Number: 1.

Page 1192 of 2517 ends

95th-Percentile Queue Length [ft/ln] 39.27 1.20 2.62 3.08 6.17 0.80 95th-Percentile Queue Length [veh/ln] 1.57 0.05 0.10 0.12 0.25 0.03 50th-Percentile Queue Length [ft/ln] 21.82 0.66 1.45 1.71 3.43 0.45 50th-Percentile Queue Length [veh/ln] 0.87 0.03 0.06 0.07 0.14 0.02 Critical Lane Group Yes No No Yes No No
Lane Group LOS C C D A A A
d, Delay for Lane Group [s/veh] 33.43 27.01 43.76 1.34 2.34 2.07 X, volume / capacity 0.59 0.02 0.24 0.12 0.10 0.02
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.65 0.10 13.93 0.16 0.15 0.03 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.50 0.50 0.50
d1, Uniform Delay [s] 27.78 26.91 29.83 1.18 2.19 2.04
c, Capacity [veh/h] 98 87 8 1519 1386 1178
s, saturation flow rate [veh/h] 1781 1589 1781 1870 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.00 0.00 0.10 0.08 0.01 g / C, Green / Cycle 0.05 0.05 0.00 0.81 0.74 0.74
g_i, Effective Green Time [s] 3 3 0 49 45 45
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group L R L C C R
Lane Group Calculations
5 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-62
Item Number: 1.

Page 1193 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 33.43 27.01 43.76 1.34 2.34 2.07 Movement LOS C C D A A A
d_A, Approach Delay [s/veh] 33.21 1.80 2.31
Approach LOS C A A
d_I, Intersection Delay [s/veh] 6.61
Intersection LOS A
Intersection V/C 0.163
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.72 21.72 0.00
I_p,int, Pedestrian LOS Score for Intersection 1.965 2.101 0.000 Crosswalk LOS A B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 632 1098 799 d_b, Bicycle Delay [s] 14.05 6.10 10.83
I_b,int, Bicycle LOS Score for Intersection 1.560 1.865 1.830 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
6 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-63
Item Number: 1.

Page 1194 of 2517 ends

Volume to Capacity (v/c): 0.265
Level Of Service: B
Delay (sec / veh): 17.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Indian Canyon Dr (NS) at Mission Lakes Blvd (EW) Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 260.00 105.00 100.00 160.00 100.00 No. of Lanes in Entry Pocket 0 1 1 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Intersection Setup
7 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-64
Item Number: 1.

Page 1195 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 84 90 52 118 225 70
Total 15-Minute Volume [veh/h] 21 22 13 29 56 17
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8900 0.8900 0.8900 0.8900 0.8900 0.8900 Total Hourly Volume [veh/h] 75 80 46 105 200 62
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 4 13 0 4 13 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 71 67 46 101 187 62
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Volumes
8 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-65
Item Number: 1.

Page 1196 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 18 0 0 10 10 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 27 0 9 36 24 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 10 0 5 10 5 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 6 0 5 2 7 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
9 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-66
Item Number: 1.

Page 1197 of 2517 ends

95th-Percentile Queue Length [ft/ln] 13.17 14.66 35.02 7.43 133.74 35.33 95th-Percentile Queue Length [veh/ln] 0.53 0.59 1.40 0.30 5.35 1.41 50th-Percentile Queue Length [ft/ln] 7.31 8.15 19.45 4.13 74.30 19.63 50th-Percentile Queue Length [veh/ln] 0.29 0.33 0.78 0.17 2.97 0.79 Critical Lane Group No Yes Yes No Yes No
Lane Group LOS A A C A C C
d, Delay for Lane Group [s/veh] 5.53 5.66 33.69 2.96 28.41 22.56 X, volume / capacity 0.08 0.10 0.58 0.09 0.77 0.27
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.14 0.21 5.76 0.13 4.33 0.55 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.11
d1, Uniform Delay [s] 5.39 5.46 27.94 2.83 24.08 22.01
c, Capacity [veh/h] 1096 932 90 1315 292 260
s, saturation flow rate [veh/h] 1870 1589 1781 1870 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.04 0.06 0.03 0.06 0.13 0.04 g / C, Green / Cycle 0.59 0.59 0.05 0.70 0.16 0.16
g_i, Effective Green Time [s] 35 35 3 42 10 10
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group C R L C L R
Lane Group Calculations
10 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-67
Item Number: 1.

Page 1198 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 5.53 5.66 33.69 2.96 28.41 22.56 Movement LOS A A C A C C
d_A, Approach Delay [s/veh] 5.60 12.36 27.02
Approach LOS A B C
d_I, Intersection Delay [s/veh] 17.29
Intersection LOS B
Intersection V/C 0.265
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 21.72
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.158 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 766 1065 666 d_b, Bicycle Delay [s] 11.44 6.56 13.37
I_b,int, Bicycle LOS Score for Intersection 1.847 1.840 1.560 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
11 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-68
Item Number: 1.

Page 1199 of 2517 ends

Volume to Capacity (v/c): 0.466
Level Of Service: B
Delay (sec / veh): 13.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Indian Canyon Dr (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Intersection Setup
12 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-69
Item Number: 1.

Page 1200 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 24 131 46 136 272 40 38 141 89 144 99 122 Total 15-Minute Volume [veh/h] 6 33 12 34 68 10 9 35 22 36 25 30 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 Total Hourly Volume [veh/h] 22 122 43 126 253 37 35 131 83 134 92 113 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 10 30 0 59 28 0 0 10 9 0 10 60
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 5 14 0 27 14 0 0 5 5 0 5 27 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 7 78 43 40 211 37 35 116 69 134 77 26 Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Volumes
13 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-70
Item Number: 1.

Page 1201 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 14 0 0 14 0 0 10 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 33 0 0 33 0 0 27 0 0 27 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
14 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-71
Item Number: 1.

Page 1202 of 2517 ends

95th-Percentile Queue Length [ft/ln] 50.30 14.12 73.61 95.25 12.23 46.72 22.57 124.54 95th-Percentile Queue Length [veh/ln] 2.01 0.56 2.94 3.81 0.49 1.87 0.90 4.98 50th-Percentile Queue Length [ft/ln] 27.94 7.85 40.90 52.92 6.79 25.96 12.54 69.19 50th-Percentile Queue Length [veh/ln] 1.12 0.31 1.64 2.12 0.27 1.04 0.50 2.77 Critical Lane Group No No No Yes No No No Yes
Lane Group LOS B B C B B A A B
d, Delay for Lane Group [s/veh] 13.03 12.21 25.32 14.17 12.16 8.96 8.43 12.42 X, volume / capacity 0.22 0.08 0.45 0.39 0.07 0.19 0.11 0.47 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.16 0.06 1.03 0.36 0.05 0.46 0.29 2.01 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.50 d1, Uniform Delay [s] 12.87 12.16 24.29 13.81 12.11 8.50 8.14 10.41 c, Capacity [veh/h] 704 592 304 697 592 928 785 781
s, saturation flow rate [veh/h] 1703 1589 1207 1870 1589 1731 1589 1411 (v / s)_i Volume / Saturation Flow Rate 0.09 0.03 0.11 0.15 0.03 0.10 0.06 0.26 g / C, Green / Cycle 0.37 0.37 0.37 0.37 0.37 0.49 0.49 0.49 g_i, Effective Green Time [s] 22 22 22 22 22 30 30 30
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 2.00 0.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60 60 60
Lane Group C R L C R C R C
Lane Group Calculations
15 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-72
Item Number: 1.

Page 1203 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 13.03 13.03 12.21 25.32 14.17 12.16 8.96 8.96 8.43 12.42 12.42 12.42 Movement LOS B B B C B B A A A B B B
d_A, Approach Delay [s/veh] 12.84 17.37 8.78 12.42
Approach LOS B B A B
d_I, Intersection Delay [s/veh] 13.46
Intersection LOS B
Intersection V/C 0.466
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 2.546 2.496 2.321 2.487 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 967 967 767 767 d_b, Bicycle Delay [s] 8.01 8.01 11.41 11.41
I_b,int, Bicycle LOS Score for Intersection 1.891 2.299 2.002 2.162 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
16 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-73
Item Number: 1.

Page 1204 of 2517 ends

Volume to Capacity (v/c): 0.513
Level Of Service: B
Delay (sec / veh): 14.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 4: Little Morongo Rd (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 836.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 36 93 47 62 163 47 43 225 79 51 223 56 Total 15-Minute Volume [veh/h] 9 23 12 15 41 12 11 56 20 13 56 14 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 Total Hourly Volume [veh/h] 31 80 40 53 140 40 37 193 68 44 192 48 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 4 0 0 0 0 9 9 18 4 0 18 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 27 80 40 53 140 31 28 175 64 44 174 48 Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Volumes
17 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-74
Item Number: 1.

Page 1205 of 2517 ends

Intersection LOS B
Intersection Delay [s/veh] 14.36
Approach LOS B B B C
Approach Delay [s/veh] 12.33 14.65 14.44 15.11
95th-Percentile Queue Length [ft] 33.39 62.63 69.10 11.10 72.46 7.58 95th-Percentile Queue Length [veh] 1.34 2.51 2.76 0.44 2.90 0.30 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.31 0.47 0.50 0.13 0.51 0.09
Capacity per Entry Lane [veh/h] 560 578 537 609 535 608 Lanes
Intersection Settings
18 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-75
Item Number: 1.

Page 1206 of 2517 ends

Volume to Capacity (v/c): 0.063
Level Of Service: B
Delay (sec / veh): 13.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Project Dwy (NS) at Pierson Blvd (EW)
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 25.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Pierson Blvd Pierson Blvd
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 30 77 78 239 135 32
Total 15-Minute Volume [veh/h] 8 19 20 60 34 8
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 28 71 72 220 124 29
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 19 49 50 0 0 20
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 9 22 22 0 0 9
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 220 124 0
Name Pierson Blvd Pierson Blvd
Volumes
19 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-76
Item Number: 1.

Page 1207 of 2517 ends

Intersection LOS B
d_I, Intersection Delay [s/veh] 2.96
Approach LOS B A A
d_A, Approach Delay [s/veh] 10.80 1.88 0.00
95th-Percentile Queue Length [ft/ln] 12.86 12.86 3.40 3.40 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.51 0.51 0.14 0.14 0.00 0.00 Movement LOS B A A A A A
d_M, Delay for Movement [s/veh] 13.40 9.79 7.64 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.06 0.08 0.06 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Stop Free Free
Intersection Settings
20 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-77
Item Number: 1.

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Volume to Capacity (v/c): 0.106
Level Of Service: B
Delay (sec / veh): 14.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 6: Indian Canyon Dr (NS) at Project North Dwy (EW) Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Indian Canyon Dr Indian Canyon Dr Project North Dwy Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 48 166 328 47 46 47
Total 15-Minute Volume [veh/h] 12 42 82 12 11 12
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 44 153 302 43 42 43
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 30 10 10 30 29 29
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 14 4 4 13 13 14
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 139 288 0 0 0
Name Indian Canyon Dr Indian Canyon Dr Project North Dwy Volumes
21 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-78
Item Number: 1.

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Intersection LOS B
d_I, Intersection Delay [s/veh] 2.36
Approach LOS A A B
d_A, Approach Delay [s/veh] 1.82 0.00 13.13
95th-Percentile Queue Length [ft/ln] 2.05 2.05 0.00 0.00 15.58 15.58 95th-Percentile Queue Length [veh/ln] 0.08 0.08 0.00 0.00 0.62 0.62 Movement LOS A A A A B B
d_M, Delay for Movement [s/veh] 8.10 0.00 0.00 0.00 14.68 11.61 V/C, Movement V/C Ratio 0.04 0.00 0.00 0.00 0.11 0.07
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
22 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-79
Item Number: 1.

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Volume to Capacity (v/c): 0.044
Level Of Service: C
Delay (sec / veh): 16.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 7: Indian Canyon Dr (NS) at Project South Dwy (EW) Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 25.00
Exit Pocket Length [ft] 0.00 100.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Indian Canyon Dr Indian Canyon Dr Project South Dwy Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 95 199 360 15 15 92
Total 15-Minute Volume [veh/h] 24 50 90 4 4 23
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 87 183 331 14 14 85
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 60 30 29 10 10 58
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 27 14 14 4 4 27
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 139 288 0 0 0
Name Indian Canyon Dr Indian Canyon Dr Project South Dwy Volumes
23 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-80
Item Number: 1.

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Intersection LOS C
d_I, Intersection Delay [s/veh] 2.70
Approach LOS A A B
d_A, Approach Delay [s/veh] 2.63 0.00 12.36
95th-Percentile Queue Length [ft/ln] 4.18 4.18 0.00 0.00 16.25 16.25 95th-Percentile Queue Length [veh/ln] 0.17 0.17 0.00 0.00 0.65 0.65 Movement LOS A A A A C B
d_M, Delay for Movement [s/veh] 8.15 0.00 0.00 0.00 16.85 11.63 V/C, Movement V/C Ratio 0.08 0.00 0.00 0.00 0.04 0.14
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
24 2/16/2023
AM Peak Hour
Phase II 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-81
Item Number: 1.

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Intersection Analysis Summary
Report File: G:\...\PMEp_II.pdf 2/16/2023
Vistro File: G:\...\PM_PH2.vistro Scenario 5 Existing Plus Project Phase II Beyond Food Mart Indian Canyon & Pierson
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

EB Left 0.040 16.1 C
HCM 7th
Edition Two-way stop Indian Canyon Dr (NS) atProject South Dwy (EW) 7 EB Left 0.096 14.3 B
HCM 7th
Edition Two-way stop Indian Canyon Dr (NS) atProject North Dwy (EW) 6 SB Left 0.059 13.2 B
HCM 7th
Edition Two-way stop Project Dwy (NS) at PiersonBlvd (EW) 5 EB Thru 0.467 13.4 B
HCM 7th
Edition All-way stop Little Morongo Rd (NS) atPierson Blvd (EW) 4 SB Left 0.422 13.4 B
HCM 7th
Edition Signalized Indian Canyon Dr (NS) atPierson Blvd (EW) 3 SB Left 0.238 14.7 B
HCM 7th
Edition Signalized Indian Canyon Dr (NS) atMission Lakes Blvd (EW) 2 EB Left 0.135 3.4 A
HCM 7th
Edition Signalized Karen Ave (NS) at PiersonBlvd (EW) 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Build out with 3 driveways Year 2027
1 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-82
Item Number: 1.

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Volume to Capacity (v/c): 0.135
Level Of Service: A
Delay (sec / veh): 3.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Karen Ave (NS) at Pierson Blvd (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 210.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Karen Ave Pierson Blvd Pierson Blvd
Intersection Setup
Build out with 3 driveways Year 2027
2 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-83
Item Number: 1.

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Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 20 1 2 181 170 34
Total 15-Minute Volume [veh/h] 5 0 1 45 42 8
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9438 0.9438 0.9438 0.9438 0.9438 0.9438 Total Hourly Volume [veh/h] 19 1 2 171 160 32
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 5 0 0 20 19 5
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 14 1 2 151 141 27
Name Karen Ave Pierson Blvd Pierson Blvd
Volumes
Build out with 3 driveways Year 2027
3 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-84
Item Number: 1.

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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 14 0 0 10 17 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 23 0 9 37 28 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 5 0 5 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 6 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
Build out with 3 driveways Year 2027
4 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-85
Item Number: 1.

Page 1216 of 2517 ends

95th-Percentile Queue Length [ft/ln] 14.78 0.68 2.62 2.93 3.28 0.69 95th-Percentile Queue Length [veh/ln] 0.59 0.03 0.10 0.12 0.13 0.03 50th-Percentile Queue Length [ft/ln] 8.21 0.38 1.45 1.63 1.82 0.39 50th-Percentile Queue Length [veh/ln] 0.33 0.02 0.06 0.07 0.07 0.02 Critical Lane Group Yes No No Yes No No
Lane Group LOS C C D A A A
d, Delay for Lane Group [s/veh] 34.58 28.73 43.76 1.00 1.93 1.68 X, volume / capacity 0.42 0.02 0.24 0.12 0.12 0.03
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.76 0.22 13.93 0.15 0.17 0.04 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.50 0.50 0.50
d1, Uniform Delay [s] 28.82 28.51 29.83 0.85 1.76 1.64
c, Capacity [veh/h] 48 43 8 1571 1438 1222
s, saturation flow rate [veh/h] 1781 1589 1781 1870 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.01 0.00 0.00 0.10 0.09 0.02 g / C, Green / Cycle 0.03 0.03 0.00 0.84 0.77 0.77
g_i, Effective Green Time [s] 2 2 0 51 46 46
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group L R L C C R
Lane Group Calculations
Build out with 3 driveways Year 2027
5 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-86
Item Number: 1.

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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 34.58 28.73 43.76 1.00 1.93 1.68 Movement LOS C C D A A A
d_A, Approach Delay [s/veh] 34.30 1.47 1.89
Approach LOS C A A
d_I, Intersection Delay [s/veh] 3.37
Intersection LOS A
Intersection V/C 0.135
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.72 21.72 0.00
I_p,int, Pedestrian LOS Score for Intersection 1.952 2.113 0.000 Crosswalk LOS A B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 632 1098 799 d_b, Bicycle Delay [s] 14.05 6.10 10.83
I_b,int, Bicycle LOS Score for Intersection 1.560 1.862 1.896 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Build out with 3 driveways Year 2027
6 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-87
Item Number: 1.

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Volume to Capacity (v/c): 0.238
Level Of Service: B
Delay (sec / veh): 14.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Indian Canyon Dr (NS) at Mission Lakes Blvd (EW) Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 260.00 105.00 100.00 160.00 100.00 No. of Lanes in Entry Pocket 0 1 1 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Intersection Setup
Build out with 3 driveways Year 2027
7 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-88
Item Number: 1.

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Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 165 120 62 95 98 107
Total 15-Minute Volume [veh/h] 41 30 16 24 25 27
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9172 0.9172 0.9172 0.9172 0.9172 0.9172 Total Hourly Volume [veh/h] 151 110 57 87 90 98
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 5 14 0 5 15 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 146 96 57 82 75 98
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Volumes
Build out with 3 driveways Year 2027
8 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-89
Item Number: 1.

Page 1220 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 18 0 0 10 10 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 27 0 9 36 24 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 10 0 5 10 5 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 6 0 5 2 7 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
Build out with 3 driveways Year 2027
9 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-90
Item Number: 1.

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95th-Percentile Queue Length [ft/ln] 19.31 14.28 41.74 1.60 57.75 66.71 95th-Percentile Queue Length [veh/ln] 0.77 0.57 1.67 0.06 2.31 2.67 50th-Percentile Queue Length [ft/ln] 10.73 7.93 23.19 0.89 32.08 37.06 50th-Percentile Queue Length [veh/ln] 0.43 0.32 0.93 0.04 1.28 1.48 Critical Lane Group Yes No Yes No No Yes
Lane Group LOS A A C A C C
d, Delay for Lane Group [s/veh] 4.47 4.41 34.03 1.85 28.02 30.31 X, volume / capacity 0.14 0.12 0.62 0.07 0.53 0.65
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.24 0.24 6.25 0.09 2.41 4.36 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.11
d1, Uniform Delay [s] 4.24 4.18 27.78 1.76 25.61 25.95
c, Capacity [veh/h] 1200 1020 99 1429 183 164
s, saturation flow rate [veh/h] 1870 1589 1781 1870 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.09 0.08 0.03 0.05 0.06 0.07 g / C, Green / Cycle 0.64 0.64 0.05 0.76 0.10 0.10
g_i, Effective Green Time [s] 39 39 3 46 6 6
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group C R L C L R
Lane Group Calculations
Build out with 3 driveways Year 2027
10 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-91
Item Number: 1.

Page 1222 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 4.47 4.41 34.03 1.85 28.02 30.31 Movement LOS A A C A C C
d_A, Approach Delay [s/veh] 4.45 14.56 29.22
Approach LOS A B C
d_I, Intersection Delay [s/veh] 14.75
Intersection LOS B
Intersection V/C 0.238
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 21.72
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.131 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 766 1065 666 d_b, Bicycle Delay [s] 11.44 6.56 13.37
I_b,int, Bicycle LOS Score for Intersection 2.030 1.819 1.560 Bicycle LOS B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Build out with 3 driveways Year 2027
11 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-92
Item Number: 1.

Page 1223 of 2517 ends

Volume to Capacity (v/c): 0.422
Level Of Service: B
Delay (sec / veh): 13.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Indian Canyon Dr (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Intersection Setup
Build out with 3 driveways Year 2027
12 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-93
Item Number: 1.

Page 1224 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 66 251 69 126 152 22 40 143 35 58 119 117 Total 15-Minute Volume [veh/h] 16 63 17 32 38 5 10 36 9 15 30 29 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 0.9250 Total Hourly Volume [veh/h] 61 232 64 117 141 20 37 132 32 54 110 108 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 8 25 0 50 26 0 0 9 9 0 9 50
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 5 15 0 29 14 0 0 5 5 0 5 30 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 48 192 64 38 101 20 37 118 18 54 96 28 Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Volumes
Build out with 3 driveways Year 2027
13 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-94
Item Number: 1.

Page 1225 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 14 0 0 14 0 0 10 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 33 0 0 33 0 0 27 0 0 27 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
Build out with 3 driveways Year 2027
14 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-95
Item Number: 1.

Page 1226 of 2517 ends

95th-Percentile Queue Length [ft/ln] 120.34 22.62 68.90 51.77 6.98 44.85 7.97 79.48 95th-Percentile Queue Length [veh/ln] 4.81 0.90 2.76 2.07 0.28 1.79 0.32 3.18 50th-Percentile Queue Length [ft/ln] 66.86 12.56 38.28 28.76 3.88 24.92 4.43 44.16 50th-Percentile Queue Length [veh/ln] 2.67 0.50 1.53 1.15 0.16 1.00 0.18 1.77 Critical Lane Group Yes No No No No No No Yes
Lane Group LOS B B C B B A A A
d, Delay for Lane Group [s/veh] 15.70 13.25 25.59 13.87 12.78 8.31 7.35 9.47 X, volume / capacity 0.47 0.12 0.45 0.23 0.04 0.19 0.04 0.32 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.50 0.10 1.11 0.18 0.03 0.46 0.10 0.95 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.50 d1, Uniform Delay [s] 15.20 13.15 24.47 13.69 12.75 7.86 7.25 8.52 c, Capacity [veh/h] 677 561 281 660 561 945 817 908
s, saturation flow rate [veh/h] 1715 1589 1059 1870 1589 1696 1589 1627 (v / s)_i Volume / Saturation Flow Rate 0.18 0.04 0.12 0.08 0.01 0.11 0.02 0.18 g / C, Green / Cycle 0.35 0.35 0.35 0.35 0.35 0.51 0.51 0.51 g_i, Effective Green Time [s] 21 21 21 21 21 31 31 31
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 2.00 0.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60 60 60
Lane Group C R L C R C R C
Lane Group Calculations
Build out with 3 driveways Year 2027
15 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-96
Item Number: 1.

Page 1227 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 15.70 15.70 13.25 25.59 13.87 12.78 8.31 8.31 7.35 9.47 9.47 9.47 Movement LOS B B B C B B A A A A A A
d_A, Approach Delay [s/veh] 15.26 18.71 8.16 9.47
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 13.41
Intersection LOS B
Intersection V/C 0.422
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 21.68 21.68 21.68
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.485 2.378 2.442 Crosswalk LOS F B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 966 966 766 766 d_b, Bicycle Delay [s] 8.01 8.01 11.41 11.41
I_b,int, Bicycle LOS Score for Intersection 2.197 2.055 1.919 2.045 Bicycle LOS B B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
Build out with 3 driveways Year 2027
16 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-97
Item Number: 1.

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Volume to Capacity (v/c): 0.467
Level Of Service: B
Delay (sec / veh): 13.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 4: Little Morongo Rd (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 836.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 61 169 46 56 85 21 29 228 31 30 218 85 Total 15-Minute Volume [veh/h] 15 42 11 14 21 5 7 57 8 7 54 21 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 0.9421 Total Hourly Volume [veh/h] 57 159 43 53 80 20 27 215 29 28 205 80 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 5 0 0 0 0 10 10 19 5 0 20 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 52 159 43 53 80 10 17 196 24 28 185 80 Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Volumes
Build out with 3 driveways Year 2027
17 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-98
Item Number: 1.

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Intersection LOS B
Intersection Delay [s/veh] 13.40
Approach LOS B B B B
Approach Delay [s/veh] 13.94 11.75 14.19 13.06
95th-Percentile Queue Length [ft] 59.98 28.95 61.59 3.91 57.30 11.63 95th-Percentile Queue Length [veh] 2.40 1.16 2.46 0.16 2.29 0.47 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.46 0.28 0.47 0.05 0.45 0.14
Capacity per Entry Lane [veh/h] 602 573 550 624 554 630 Lanes
Intersection Settings
Build out with 3 driveways Year 2027
18 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-99
Item Number: 1.

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Volume to Capacity (v/c): 0.059
Level Of Service: B
Delay (sec / veh): 13.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Project Dwy (NS) at Pierson Blvd (EW)
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 25.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Pierson Blvd Pierson Blvd
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 29 71 72 188 183 29
Total 15-Minute Volume [veh/h] 7 18 18 47 46 7
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 27 65 66 173 168 27
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 17 41 41 0 0 17
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 10 24 25 0 0 10
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 173 168 0
Name Pierson Blvd Pierson Blvd
Volumes
Build out with 3 driveways Year 2027
19 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-100
Item Number: 1.

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Intersection LOS B
d_I, Intersection Delay [s/veh] 2.89
Approach LOS B A A
d_A, Approach Delay [s/veh] 10.95 2.14 0.00
95th-Percentile Queue Length [ft/ln] 12.32 12.32 3.12 3.12 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.49 0.49 0.12 0.12 0.00 0.00 Movement LOS B B A A A A
d_M, Delay for Movement [s/veh] 13.20 10.03 7.73 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.06 0.08 0.05 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Stop Free Free
Intersection Settings
Build out with 3 driveways Year 2027
20 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-101
Item Number: 1.

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Volume to Capacity (v/c): 0.096
Level Of Service: B
Delay (sec / veh): 14.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 6: Indian Canyon Dr (NS) at Project North Dwy (EW) Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Indian Canyon Dr Indian Canyon Dr Project North Dwy Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 43 293 210 43 42 43
Total 15-Minute Volume [veh/h] 11 73 52 11 11 11
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 40 270 193 40 39 40
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 25 8 8 25 25 25
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 15 5 5 15 14 15
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 257 180 0 0 0
Name Indian Canyon Dr Indian Canyon Dr Project North Dwy Volumes
Build out with 3 driveways Year 2027
21 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-102
Item Number: 1.

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Intersection LOS B
d_I, Intersection Delay [s/veh] 2.06
Approach LOS A A B
d_A, Approach Delay [s/veh] 1.00 0.00 12.40
95th-Percentile Queue Length [ft/ln] 1.83 1.83 0.00 0.00 13.00 13.00 95th-Percentile Queue Length [veh/ln] 0.07 0.07 0.00 0.00 0.52 0.52 Movement LOS A A A A B B
d_M, Delay for Movement [s/veh] 7.79 0.00 0.00 0.00 14.29 10.56 V/C, Movement V/C Ratio 0.03 0.00 0.00 0.00 0.10 0.05
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Build out with 3 driveways Year 2027
22 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-103
Item Number: 1.

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Volume to Capacity (v/c): 0.040
Level Of Service: C
Delay (sec / veh): 16.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 7: Indian Canyon Dr (NS) at Project South Dwy (EW) Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 25.00
Exit Pocket Length [ft] 0.00 100.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Indian Canyon Dr Indian Canyon Dr Project South Dwy Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 86 323 239 14 14 86
Total 15-Minute Volume [veh/h] 21 81 60 4 4 21
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 79 297 220 13 13 79
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 49 25 25 8 8 50
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 30 15 15 5 5 29
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 257 180 0 0 0
Name Indian Canyon Dr Indian Canyon Dr Project South Dwy Volumes
Build out with 3 driveways Year 2027
23 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-104
Item Number: 1.

Page 1235 of 2517 ends

Intersection LOS C
d_I, Intersection Delay [s/veh] 2.36
Approach LOS A A B
d_A, Approach Delay [s/veh] 1.65 0.00 11.26
95th-Percentile Queue Length [ft/ln] 3.76 3.76 0.00 0.00 12.95 12.95 95th-Percentile Queue Length [veh/ln] 0.15 0.15 0.00 0.00 0.52 0.52 Movement LOS A A A A C B
d_M, Delay for Movement [s/veh] 7.84 0.00 0.00 0.00 16.12 10.47 V/C, Movement V/C Ratio 0.07 0.00 0.00 0.00 0.04 0.11
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Build out with 3 driveways Year 2027
24 2/16/2023
PM Peak Hour
Phase II with 3 driveways Year 2027
Scenario 5: 5 Existing Plus Project Phase II
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-105
Item Number: 1.

Page 1236 of 2517 ends

OPENING YEAR (2025) WITHOUT PROJECT

PHASE I
APX-106
Item Number: 1.

Page 1237 of 2517 ends

Intersection Analysis Summary
Report File: G:\...\AMOY_I.pdf 10/26/2022
Vistro File: G:\...\AM_PHI.vistro Scenario 3 Opening Year Without Project Beyond Food Mart Indian Canyon & Pierson
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Thru 0.477 13.4 B
HCM 7th
Edition All-way stop Little Morongo Rd (NS) atPierson Blvd (EW) 4 SB Thru 0.561 14.2 B
HCM 7th
Edition All-way stop Indian Canyon Dr (NS) atPierson Blvd (EW) 3 SB Left 0.251 17.5 B
HCM 7th
Edition Signalized Indian Canyon Dr (NS) atMission Lakes Blvd (EW) 2 EB Left 0.150 6.8 A
HCM 7th
Edition Signalized Karen Ave (NS) at PiersonBlvd (EW) 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-107
Item Number: 1.

Page 1238 of 2517 ends

Volume to Capacity (v/c): 0.150
Level Of Service: A
Delay (sec / veh): 6.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Karen Ave (NS) at Pierson Blvd (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 210.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Karen Ave Pierson Blvd Pierson Blvd
Intersection Setup
2 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-108
Item Number: 1.

Page 1239 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 55 2 2 167 128 15
Total 15-Minute Volume [veh/h] 14 1 1 42 32 4
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 Total Hourly Volume [veh/h] 49 2 2 149 114 13
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 48 2 2 145 111 13
Name Karen Ave Pierson Blvd Pierson Blvd
Volumes
3 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-109
Item Number: 1.

Page 1240 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 14 0 0 10 17 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 23 0 9 37 28 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 5 0 5 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 6 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-110
Item Number: 1.

Page 1241 of 2517 ends

95th-Percentile Queue Length [ft/ln] 37.23 1.20 2.62 2.77 5.22 0.61 95th-Percentile Queue Length [veh/ln] 1.49 0.05 0.10 0.11 0.21 0.02 50th-Percentile Queue Length [ft/ln] 20.68 0.67 1.45 1.54 2.90 0.34 50th-Percentile Queue Length [veh/ln] 0.83 0.03 0.06 0.06 0.12 0.01 Critical Lane Group Yes No No Yes No No
Lane Group LOS C C D A A A
d, Delay for Lane Group [s/veh] 33.32 27.11 43.76 1.29 2.27 2.03 X, volume / capacity 0.58 0.02 0.24 0.11 0.09 0.01
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.49 0.11 13.93 0.15 0.13 0.02 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.50 0.50 0.50
d1, Uniform Delay [s] 27.82 27.00 29.83 1.15 2.14 2.01
c, Capacity [veh/h] 95 85 8 1522 1389 1180
s, saturation flow rate [veh/h] 1781 1589 1781 1870 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.00 0.00 0.09 0.07 0.01 g / C, Green / Cycle 0.05 0.05 0.00 0.81 0.74 0.74
g_i, Effective Green Time [s] 3 3 0 49 45 45
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group L R L C C R
Lane Group Calculations
5 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-111
Item Number: 1.

Page 1242 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 33.32 27.11 43.76 1.29 2.27 2.03 Movement LOS C C D A A A
d_A, Approach Delay [s/veh] 33.10 1.79 2.25
Approach LOS C A A
d_I, Intersection Delay [s/veh] 6.81
Intersection LOS A
Intersection V/C 0.150
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.72 21.72 0.00
I_p,int, Pedestrian LOS Score for Intersection 1.961 2.083 0.000 Crosswalk LOS A B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 632 1098 799 d_b, Bicycle Delay [s] 14.05 6.10 10.83
I_b,int, Bicycle LOS Score for Intersection 1.560 1.838 1.796 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
6 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-112
Item Number: 1.

Page 1243 of 2517 ends

Volume to Capacity (v/c): 0.251
Level Of Service: B
Delay (sec / veh): 17.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Indian Canyon Dr (NS) at Mission Lakes Blvd (EW) Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 260.00 105.00 100.00 160.00 100.00 No. of Lanes in Entry Pocket 0 1 1 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Intersection Setup
7 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-113
Item Number: 1.

Page 1244 of 2517 ends

Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 82 78 53 117 217 72
Total 15-Minute Volume [veh/h] 21 19 13 29 54 18
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8900 0.8900 0.8900 0.8900 0.8900 0.8900 Total Hourly Volume [veh/h] 73 69 47 104 193 64
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 71 67 46 101 187 62
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Volumes
8 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-114
Item Number: 1.

Page 1245 of 2517 ends

Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 18 0 0 10 10 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 27 0 9 36 24 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 10 0 5 10 5 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 6 0 5 2 7 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
9 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-115
Item Number: 1.

Page 1246 of 2517 ends

95th-Percentile Queue Length [ft/ln] 12.57 12.34 35.68 6.92 129.26 36.73 95th-Percentile Queue Length [veh/ln] 0.50 0.49 1.43 0.28 5.17 1.47 50th-Percentile Queue Length [ft/ln] 6.98 6.85 19.82 3.85 71.81 20.41 50th-Percentile Queue Length [veh/ln] 0.28 0.27 0.79 0.15 2.87 0.82 Critical Lane Group No Yes Yes No Yes No
Lane Group LOS A A C A C C
d, Delay for Lane Group [s/veh] 5.41 5.48 33.71 2.87 28.51 22.88 X, volume / capacity 0.07 0.08 0.58 0.09 0.77 0.28
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.13 0.17 5.79 0.13 4.30 0.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.11
d1, Uniform Delay [s] 5.28 5.31 27.92 2.74 24.22 22.27
c, Capacity [veh/h] 1104 938 91 1324 284 253
s, saturation flow rate [veh/h] 1870 1589 1781 1870 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.04 0.05 0.03 0.06 0.12 0.05 g / C, Green / Cycle 0.59 0.59 0.05 0.71 0.16 0.16
g_i, Effective Green Time [s] 36 36 3 43 10 10
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group C R L C L R
Lane Group Calculations
10 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-116
Item Number: 1.

Page 1247 of 2517 ends

Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 5.41 5.48 33.71 2.87 28.51 22.88 Movement LOS A A C A C C
d_A, Approach Delay [s/veh] 5.45 12.49 27.11
Approach LOS A B C
d_I, Intersection Delay [s/veh] 17.50
Intersection LOS B
Intersection V/C 0.251
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 21.72
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.148 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 766 1065 666 d_b, Bicycle Delay [s] 11.44 6.56 13.37
I_b,int, Bicycle LOS Score for Intersection 1.824 1.840 1.560 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
11 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-117
Item Number: 1.

Page 1248 of 2517 ends

Volume to Capacity (v/c): 0.561
Level Of Service: B
Delay (sec / veh): 14.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 3: Indian Canyon Dr (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 8 86 47 44 234 41 39 129 76 149 85 29 Total 15-Minute Volume [veh/h] 2 22 12 11 58 10 10 32 19 37 21 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 0.9287 Total Hourly Volume [veh/h] 7 80 44 41 217 38 36 120 71 138 79 27 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 7 78 43 40 211 37 35 116 69 134 77 26 Name Indian Canyon Dr Indian Canyon Dr Pierson Blvd Pierson Blvd Volumes
12 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-118
Item Number: 1.

Page 1249 of 2517 ends

Intersection LOS B
Intersection Delay [s/veh] 14.16
Approach LOS B C B C
Approach Delay [s/veh] 10.37 17.10 11.34 15.26
95th-Percentile Queue Length [ft] 15.95 6.38 86.20 32.64 10.39 63.52 95th-Percentile Queue Length [veh] 0.64 0.26 3.45 1.31 0.42 2.54 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.18 0.08 0.56 0.31 0.12 0.48
Capacity per Entry Lane [veh/h] 531 598 569 544 621 553 Lanes
Intersection Settings
13 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-119
Item Number: 1.

Page 1250 of 2517 ends

Volume to Capacity (v/c): 0.477
Level Of Service: B
Delay (sec / veh): 13.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 4: Little Morongo Rd (NS) at Pierson Blvd (EW) Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 55.00 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 836.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 33 95 48 64 168 37 34 209 77 52 208 57 Total 15-Minute Volume [veh/h] 8 24 12 16 42 9 8 52 19 13 52 14 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 0.8593 Total Hourly Volume [veh/h] 28 82 41 55 144 32 29 180 66 45 179 49 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 27 80 40 53 140 31 28 175 64 44 174 48 Name Little Morongo Rd Little Morongo Rd Pierson Blvd Pierson Blvd Volumes
14 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-120
Item Number: 1.

Page 1251 of 2517 ends

Intersection LOS B
Intersection Delay [s/veh] 13.44
Approach LOS B B B B
Approach Delay [s/veh] 11.88 14.01 13.20 14.08
95th-Percentile Queue Length [ft] 31.85 58.84 56.56 10.54 63.81 7.53 95th-Percentile Queue Length [veh] 1.27 2.35 2.26 0.42 2.55 0.30 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.30 0.45 0.44 0.12 0.48 0.09
Capacity per Entry Lane [veh/h] 580 593 547 622 545 622 Lanes
Intersection Settings
15 10/26/2022
AM Peak Hour
Phase I 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-121
Item Number: 1.

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Intersection Analysis Summary
Report File: G:\...\PMOY_I.pdf 10/26/2022
Vistro File: G:\...\PM_PHI.vistro Scenario 3 Opening Year Without Project Beyond Food Mart Indian Canyon & Pierson
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

EB Thru 0.449 12.7 B
HCM 7th
Edition All-way stop Little Morongo Rd (NS) atPierson Blvd (EW) 4 NB Thru 0.460 12.6 B
HCM 7th
Edition All-way stop Indian Canyon Dr (NS) atPierson Blvd (EW) 3 SB Left 0.241 14.8 B
HCM 7th
Edition Signalized Indian Canyon Dr (NS) atMission Lakes Blvd (EW) 2 EB Left 0.121 3.1 A
HCM 7th
Edition Signalized Karen Ave (NS) at PiersonBlvd (EW) 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Build out with 3 driveways Year 2027
1 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-122
Item Number: 1.

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Volume to Capacity (v/c): 0.121
Level Of Service: A
Delay (sec / veh): 3.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Karen Ave (NS) at Pierson Blvd (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 50.00 50.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 210.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Karen Ave Pierson Blvd Pierson Blvd
Intersection Setup
Build out with 3 driveways Year 2027
2 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-123
Item Number: 1.

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Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 15 1 2 165 154 30
Total 15-Minute Volume [veh/h] 4 0 1 41 38 7
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9438 0.9438 0.9438 0.9438 0.9438 0.9438 Total Hourly Volume [veh/h] 14 1 2 156 145 28
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 14 1 2 151 141 27
Name Karen Ave Pierson Blvd Pierson Blvd
Volumes
Build out with 3 driveways Year 2027
3 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-124
Item Number: 1.

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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 14 0 0 10 17 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 23 0 9 37 28 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 5 0 5 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 6 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
Build out with 3 driveways Year 2027
4 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-125
Item Number: 1.

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95th-Percentile Queue Length [ft/ln] 11.57 0.71 2.62 2.62 2.68 0.56 95th-Percentile Queue Length [veh/ln] 0.46 0.03 0.10 0.10 0.11 0.02 50th-Percentile Queue Length [ft/ln] 6.43 0.39 1.45 1.46 1.49 0.31 50th-Percentile Queue Length [veh/ln] 0.26 0.02 0.06 0.06 0.06 0.01 Critical Lane Group Yes No No Yes No No
Lane Group LOS D C D A A A
d, Delay for Lane Group [s/veh] 35.32 29.15 43.76 0.92 1.82 1.60 X, volume / capacity 0.39 0.03 0.24 0.10 0.11 0.02
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 6.28 0.34 13.93 0.13 0.15 0.04 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.50 0.50 0.50
d1, Uniform Delay [s] 29.04 28.81 29.83 0.79 1.67 1.56
c, Capacity [veh/h] 39 34 8 1581 1448 1231
s, saturation flow rate [veh/h] 1781 1589 1781 1870 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.01 0.00 0.00 0.09 0.08 0.02 g / C, Green / Cycle 0.02 0.02 0.00 0.85 0.78 0.78
g_i, Effective Green Time [s] 1 1 0 51 47 47
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group L R L C C R
Lane Group Calculations
Build out with 3 driveways Year 2027
5 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-126
Item Number: 1.

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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 35.32 29.15 43.76 0.92 1.82 1.60 Movement LOS D C D A A A
d_A, Approach Delay [s/veh] 34.94 1.43 1.78
Approach LOS C A A
d_I, Intersection Delay [s/veh] 3.07
Intersection LOS A
Intersection V/C 0.121
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.72 21.72 0.00
I_p,int, Pedestrian LOS Score for Intersection 1.947 2.095 0.000 Crosswalk LOS A B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 632 1098 799 d_b, Bicycle Delay [s] 14.05 6.10 10.83
I_b,int, Bicycle LOS Score for Intersection 1.560 1.835 1.863 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Build out with 3 driveways Year 2027
6 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-127
Item Number: 1.

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Volume to Capacity (v/c): 0.241
Level Of Service: B
Delay (sec / veh): 14.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Indian Canyon Dr (NS) at Mission Lakes Blvd (EW) Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 55.00 55.00 50.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 260.00 105.00 100.00 160.00 100.00 No. of Lanes in Entry Pocket 0 1 1 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Intersection Setup
Build out with 3 driveways Year 2027
7 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-128
Item Number: 1.

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Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 164 108 64 92 84 110
Total 15-Minute Volume [veh/h] 41 27 16 23 21 28
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9172 0.9172 0.9172 0.9172 0.9172 0.9172 Total Hourly Volume [veh/h] 150 99 59 84 77 101
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0303 1.0303 1.0303 1.0303 1.0303 1.0303 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 146 96 57 82 75 98
Name Indian Canyon Dr Indian Canyon Dr Mission Lakes Blvd Volumes
Build out with 3 driveways Year 2027
8 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-129
Item Number: 1.

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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 18 0 0 10 10 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 27 0 9 36 24 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 10 0 5 10 5 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 6 0 5 2 7 0
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
Build out with 3 driveways Year 2027
9 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-130
Item Number: 1.

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95th-Percentile Queue Length [ft/ln] 19.43 12.89 43.13 1.55 48.37 68.90 95th-Percentile Queue Length [veh/ln] 0.78 0.52 1.73 0.06 1.93 2.76 50th-Percentile Queue Length [ft/ln] 10.79 7.16 23.96 0.86 26.87 38.28 50th-Percentile Queue Length [veh/ln] 0.43 0.29 0.96 0.03 1.07 1.53 Critical Lane Group Yes No Yes No No Yes
Lane Group LOS A A C A C C
d, Delay for Lane Group [s/veh] 4.51 4.39 34.14 1.86 27.10 30.54 X, volume / capacity 0.14 0.11 0.63 0.06 0.45 0.67
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.24 0.21 6.38 0.09 1.74 4.58 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.11
d1, Uniform Delay [s] 4.27 4.18 27.76 1.77 25.36 25.96
c, Capacity [veh/h] 1197 1017 101 1427 185 165
s, saturation flow rate [veh/h] 1870 1589 1781 1870 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.09 0.07 0.04 0.05 0.05 0.07 g / C, Green / Cycle 0.64 0.64 0.06 0.76 0.10 0.10
g_i, Effective Green Time [s] 39 39 3 46 6 6
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 60 60 60 60 60 60
Lane Group C R L C L R
Lane Group Calculations
Build out with 3 driveways Year 2027
10 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-131
Item Number: 1.

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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 4.51 4.39 34.14 1.86 27.10 30.54 Movement LOS A A C A C C
d_A, Approach Delay [s/veh] 4.47 15.10 29.05
Approach LOS A B C
d_I, Intersection Delay [s/veh] 14.80
Intersection LOS B
Intersection V/C 0.241
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 21.72
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.119 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 766 1065 666 d_b, Bicycle Delay [s] 11.44 6.56 13.37
I_b,int, Bicycle LOS Score for Intersection 2.008 1.817 1.560 Bicycle LOS B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Build out with 3 driveways Year 2027
11 10/26/2022
PM Peak Hour
Phase I with 2 driveways Year 2025
Scenario 3: 3 Opening Year Without Project
Beyond Food Mart Indian Canyon & Pierson
Version 2022 (SP 0-8)
Generated with
APX-132
Item Number: 1.

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Desert Hot Springs City CouncilDecember 12, 2024

Desert Hot Springs City Council
December 12, 2024