Exhibit J - Traffic Study — Rialto City Council, October 28, 2025

Appendix O
Traffic Study

Traffic Study
for:

249 Santa Ana Avenue
Truck Terminal

In the City of Rialto

April 2023

TRAFFIC STUDY

FOR THE PROPOSED
249 SANTA ANA AVENUE TRUCK TERMINAL PROJECT

IN THE CITY OF RIALTO

Prepared by:

Kimley-Horn and Associates, Inc.
1100 Town and Country Rd, Suite 700
Orange, California 92868

April 2023

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TABLE OF CONTENTS
Page
I. INTRODUCTION ................................................................................................................................................. 1 A. PURPOSE OF THE TIA AND STUDY OBJECTIVES .............................................................................................................. 1 B. SITE PLAN LOCATION AND STUDY AREA ....................................................................................................................... 1 DEVELOPMENT PROJECT IDENTIFICATION ............................................................................................................................. 3 C. DEVELOPMENT PROJECT DESCRIPTION ......................................................................................................................... 3 D. ANALYSIS METHODOLOGY ........................................................................................................................................... 5

1. Intersection Analysis – HCM Methodology ........................................................................................................ 5

2. Level of Service Standards and Measure of Significa nce .................................................................................. 5 II. AREA CONDITIONS ............................................................................................................................................ 8 A. IDENTIFY STUDY AREA AND INTERSECTIONS ................................................................................................................. 8 B. DESCRIPTION OF EXISTING ROADS , TRAFFIC CONTROL , AND INTERSECTION GEOMETRICS ................................................. 8 C. EXISTING TRAFFIC VOLUMES ..................................................................................................................................... 11 D. EXISTING DELAY AND LEVEL OF SERVICE .................................................................................................................... 11 E. GENERAL PLAN CIRCULATION ELEMENT ..................................................................................................................... 15 F. TRANSIT SERVICE ..................................................................................................................................................... 15 III. PROJECTED FUTURE TRAFFIC ....................................................................................................................... 18 A. AMBIENT GROWTH RATE .......................................................................................................................................... 18 B. OPENING YEAR 2024 ............................................................................................................................................... 18 C. PROJECT TRAFFIC ..................................................................................................................................................... 22

1. Project Trip Generation .................................................................................................................................... 22

2. Trip Distribution and Assignment ................................................................................................................... 23 D. OPENING YEAR 2024 PLUS PROJECT ......................................................................................................................... 28 E. CUMULATIVE CONDITIONS (O PENING YEAR 2024 PLUS CUMULATIVE PROJECTS ) .......................................................... 28

1. Cumulative Projects .......................................................................................................................................... 28

2. Cumulative Projects Trip Generation .............................................................................................................. 34

3. Cumulative Projects Trip Distribution and Assignment .................................................................................. 34

4. Opening Year 2024 Cumulative without Project Condit ions .......................................................................... 34

5. Opening Year 2024 Cumulative Plus Project Conditions ................................................................................ 35 IV. RECOMMENDED IMPROVEMENTS ................................................................................................................. 42 A. INTERSECTION IMPROVEMENTS ................................................................................................................................. 42 B. ROADWAY IMPROVEMENTS ....................................................................................................................................... 42 C. SIGNIFICANT EFFECTS – OTHER IMPROVEMENTS ......................................................................................................... 43 VII. FINDINGS AND RECOMMENDATIONS ............................................................................................................ 47 A. IMPROVEMENTS ....................................................................................................................................................... 47 B. TRAFFIC SIGNAL WARRANT ANALYSIS ........................................................................................................................ 47 C. SITE CIRCULATION .................................................................................................................................................... 47 D. SAFETY AND OPERATIONAL IMPROVEMENTS ............................................................................................................... 47 E. FAIR SHARE CALCULATIONS ...................................................................................................................................... 47 F. SPECIFIC PLAN SIGNALIZATION .................................................................................................................................. 47 G. GENERAL PLAN CONFORMANCE ................................................................................................................................. 48 H. REGIONAL FUNDING MECHANISMS ............................................................................................................................. 48

LIST OF FIGURES
Page
Figure 1 – Vicinity Map ......................................................................................................................................2 Figure 2 – Project Site Plan ................................................................................................................................4 Figure 3 – Existing Lane Configuration and Traffic Control .........................................................................10 Figure 4 - Existing Peak Hour Traffic Volumes ..............................................................................................12 Figure 5 – General Plan Street Classifications ................................................................................................16 Figure 6 – General Plan Truck Routes ............................................................................................................17 Figure 7 – Opening Year 2024 Traffic Volumes .............................................................................................19 Figure 8 – Project Trip Distribution ................................................................................................................25 Figure 9 – Project Related Traffic Volumes ....................................................................................................26 Figure 10 – Opening Year 2024 Plus Project Traffic Volumes ......................................................................27 Figure 11 – Location of Cumulative Projects .................................................................................................32 Figure 12 – Cumulative Projects Traffic Volumes ..........................................................................................33 Figure 13 – Opening Year 2024 Cumulative Without Project Traffic Volumes ...........................................36 Figure 14 – Opening Year 2024 Cumulative Plus Project Traffic Volumes ..................................................39

LIST OF TABLES
Page
Table 1 – Summary of Intersection Operation – Existing Conditions ..........................................................13 Table 2 – Summary of Roadway Operation – Existing Conditions ...............................................................14 Table 3 – Summary of Intersection Operation – Opening Year 2024 ..........................................................20 Table 4 – Summary of Roadway Operation – Opening Year 2024 ...............................................................21 Table 5 – Summary of Project Trip Generation .............................................................................................24 Table 6 – Summary of Intersection Operation – Opening Year 2024 Plus Project .....................................29 Table 7 – Summary of Roadway Operation – Opening Year 2024 Plus Project ..........................................30 Table 8 – Summary of Cumulative Projects ...................................................................................................31 Table 9 – Summary of Intersection Operation – Opening Year 2024 Plus Cumulative ..............................37 Table 10 – Summary of Roadway Operation – Opening Year 2024 Plus Cumulative .................................38 Table 11 – Summary of Intersection Operation – Opening Year 2024 Cumulative Plus Project ...............40 Table 12 – Summary of Roadway Operation – Opening Year 2024 Cumulative Plus Project ....................41 Table 13 – Summary of Intersection Operation With Recommended Improvements – Opening Year 2024 Cumulative Plus Project ..........................................................................................................................44 Table 14 – Summary of Roadway Operation With Recomm ended Improvements – Opening Year 2024 Cumulative Plus Project ..........................................................................................................................45 Table 15 – Traffic Impact Improvement Costs ...............................................................................................46

APPENDICES

APPENDIX A: APPROVED SCOPING AGREEMENT
APPENDIX B: TRAFFIC COUNT DATA SHEETS
APPENDIX C: PCE WORKSHEETS
APPENDIX D: INTERSECTION ANALYSIS WORKSHEETS
APPENDIX E: CUMULATIVE PROJECTS INFORMATION

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TRAFFIC STUDY

FOR THE PROPOSED
249 SANTA ANA AVENUE TRUCK TERMINAL PROJECT

IN THE CITY OF RIALTO

I. INTRODUCTION

A. Purpose of the TIA and Study Objectives

This Traffic Study has been prepared to address the traffic-related effects of the proposed 249 Santa Ana Avenue Truck Terminal project in the City of Rialto.

This Traffic Study has been conducted in accordance with the traffic study requirements of the City of Rialto, based on the City’s Traffic Impact Analysis Report Guidelines and Requi rements (October 2021), and in accordance with San Bernardino Association of Governments (SANBAG) Congestion Management Program (CMP) requirements.

This report includes a description of existing traffic conditions in the surrounding area, estimated project trip generation and distribution, future traffic gr owth, and an assessment of project-related effects on the roadway system. Where necessary, circulation system improvements have been identified to achieve acceptable intersection operation in the vicinity of the project.

The project will be evaluated for the following scenarios:

• Existing Conditions
• Opening Year 2024
• Opening Year 2024 Plus Project
• Opening Year 2024 Cumulative
• Opening Year 2024 Cumulative Plus Project

B. Site Plan Location and Study Area

The project site is located on Santa Ana Avenue approximately 2,000 feet east of Riverside Avenue in the City of Rialto. The project site is bounded by Sant a Ana Avenue to the north, industrial uses to the w est, a water treatment plant to the east, and vacant lan d to the south. The project site is located on approximately 45.5 acres of vacant land. The project site is located approximately 700 feet from the City of Rialto’s border with the City of Colton. The project site is shown in its regional setting on Figure 1.

N Pepper Ave
Randall AveValley BlvdSan Bernardino Ave
Cactus AveSlover AveSanta Ana Ave
Jurupa Ave
Agua Mansa Rd
Cedar Ave
10INTERSTATE
Riverside Ave
FIGURE 1VICINITY MAP- 2 -

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Development Project Identification

Pending.

C. Development Project Description

The project will involve the construction of a truc k terminal with 280 bay doors, a maintenance shop/office, 538 trailer parking stalls, 100 tracto r parking stalls, and 154 employee parking stalls. The project site is located within the Agua Mansa Speci fic Plan, which is generally bounded by Interstate 10 to the north, Market Street to the south, Rancho Av enue and the Santa Ana River to the east, and Cedar Avenue and residential uses to the west. The Agua M ansa Specific Plan area covers 4,285 acres, with 12 separate Planning Areas, and is approved for a variety of land uses including residential, agricultural, and industrial uses. A copy of the project site plan is provided on Figure 2 .

The Project site is located within Sub-Area 8 of the Agua Mansa Specific Plan. The City’s General Plan land use designation for the Project site is the Heavy I ndustrial (H-IND) zone of the Agua Mansa Industrial Corridor Specific Plan.

Vehicular access provisions for the project site wo uld be provided via one full-movement driveway on Santa Ana Avenue. The project driveway would be uns ignalized and would allow access for both passenger vehicles and trucks.

The proposed opening year for the project is Year 2024. The project will be developed in a single project phase.

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D. Analysis Methodology

1. Intersection Analysis – HCM Methodology

Peak hour intersection operations at signalized and unsignalized intersections were evaluated using the methods prescribed in the Highway Capacity Manual (HCM) 7 th Edition, consistent with the requirements
of the City of Rialto and the San Bernardino County CMP.

The City of Rialto guidelines require analysis of t raffic operations to be based on the vehicular dela y methodologies of the HCM (Transportation Research B oard Special Report 209). The intersection analysis for the proposed project has been accomplished using the VISTRO software program and using the specified input parameters outlined in the City ’s Traffic Impact Analysis Report Guidelines and Requirements .

Per the HCM Methodology, Level of Service (LOS) for signalized intersections is defined in terms of average vehicle delay. Specifically, LOS criteria a re stated in terms of the average control delay per vehicle for the peak 15-minute period within the hour analyzed. The charts on the following page provide a description of the operating characteristics of e ach Level of Service and define the LOS in terms of average seconds of delay for signalized and unsignalized intersections.

2. Level of Service Standards and Measure of Significance

The City of Rialto, per the City of Rialto 2010 General Plan Update, establishes minimum Level of Service standards. According to Policy 4-1.20 of the Genera l Plan document, the City requires that signalized intersections operate at LOS D or better during the morning and evening peak hours. The City’s Traffic Study Guidelines require new development to mitigate effects that cause the Level of Service to fall below LOS D, or cause the peak hour delay to increase as follows:

- LOS A/B – by 10.0 seconds
- LOS C – by 8.0 seconds
- LOS D – by 5.0 seconds
- LOS E – by 2.0 seconds
- LOS F – by 1.0 second

The City’s traffic study guidelines require unsigna lized intersections to operate with no vehicular movement having an average delay exceeding 120 seconds during the morning and evening peak hours.

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LEVEL OF SERVICE DEFINITIONS
Level of
Service Description
A
No approach phase is fully utilized by traffic and n o vehicle waits longer than one red indication. Typically, the approach appears quite ope n, turns are made easily and nearly all drivers find freedom of operation.

B
This service level represents stable operation, where an occasional approach phase is fully utilized, and a substantial number are approaching ful l use. Many drivers begin to feel restricted within platoons of vehicles.

C
This level still represents stable operating conditions. Occasionally drivers may have to wait through more than one red signal indication, and b ackups may develop behind turning vehicles. Most drivers feel somewhat restricte d but not objectionably so.

D
This level encompasses a zone of increasing restricti on, approaching instability at the intersection. Delays to approaching vehicles may be s ubstantial during short peaks within the peak period; however, enough cycles with lower de mand occur to permit periodic clearance of developing queues, thus preventing exces sive backups.

E
Capacity occurs at the upper end of this service level. It represents the most vehicles that any particular intersection approach can accommodate. Full utilization of every signal cycle is seldom attained no matter how great the demand.

F
This level describes forced flow operations at low sp eeds, where volumes exceed capacity.

These conditions usually result from queues of vehicl es backing up from a restriction downstream. Speeds are reduced substantially, and sto ppages may occur for short or long periods of time due to the congestion. In the extreme cas e, both speed and volume can drop to zero.

LEVEL OF SERVICE CRITERIA

FOR SIGNALIZED AND UNSIGNALIZED INTERSECTIONS
Level of
Service
Signalized Intersection
(Average delay per vehicle,
in seconds) 1
Unsignalized Intersections
(Average delay per vehicle,
in seconds) 2
A < 10 0 – 10
B > 10 – 20 > 10 – 15
C > 20 – 35 > 15 – 25
D > 35 – 55 > 25 – 35
E > 55 – 80 > 35 – 50
F > 80 > 50
1 Source: Highway Capacity Manual HCM 7 th Edition, Exhibit 19-8. 2 Source: Highway Capacity Manual HCM 7 th Edition, Exhibit 20-2.

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Roadway Segment Analysis

The roadway segment analysis will address the project’s effect on daily operating conditions on roadway segments within the project vicinity. Roadway segme nts are evaluated by comparing the daily traffic volume on a roadway segment to the daily capacity of that segment, to determine the volume-to-capacity (v/c) ratio. Daily capacity is based on the roadway classification, as shown in the following chart:

CITY OF RIALTO ROADWAY CAPACITY (1)
Roadway Classification No. of
Lanes
Two-Way Traffic Volume (ADT) (2)
Service Level C Service Level D Service Level E
Local 2 2,500-2,799 2,800-3,099 3,100 +
Collector (60' or 64') 2 9,900-11,199 11,200-12,499 12,500 + Industrial (45') 2 9,900-11,199 11,200-12,499 12,500 + Arterial (3) 2 14,400-16,199 16,200-17,999 18,000 +
Secondary Highway 4 16,900-19,399 19,400-21,999 22, 000 + Modified Arterial (100') 4 26,200-29,599 29,600-32,9 99 33,000 + Arterial (120') 6 38,700-44,099 44,100-49,499 49,500 + Notes:
(1) All capacity figures are based on optimum conditions a nd are intended as guidelines for planning purposes only
(2) Maximum two-way ADT values are based on the 1999 Mod ified Highway Capacity Manual Level of Service Tables.
(3) Two-lane roads designated as future arterials that conform to arterial design standards for vertical and horizontal alignments are analyzed as arterials.

Source: City of Rialto Traffic Impact Analysis Report Guidelines and Requi rements (2013)

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II. AREA CONDITIONS

A. Identify Study Area and Intersections

This traffic study includes identification of project-related effects at the following study intersections and roadways:

Intersections

1. Riverside Avenue at I-10 WB Ramps

2. Riverside Avenue at I-10 EB Ramps

3. Riverside Avenue at Slover Avenue

4. Riverside Avenue at Santa Ana Avenue

5. Riverside Avenue at Jurupa Avenue
D1. Santa Ana Avenue at Project Driveway

Roadway Segments

1. Riverside Avenue: I-10 EB Ramps to Slover Avenue

2. Riverside Avenue: Slover Avenue to Santa Ana Avenue

3. Riverside Avenue: Santa Ana Avenue to Jurupa Avenue

4. Santa Ana Avenue: East of Riverside Avenue

The study locations were established in conjunction with City staff through the Scoping Agreement process (Exhibit B of the City of Rialto Traffic Impact Analysis Report Guidelines and Requi rements ). A copy of the approved Scoping Agreement is provided in Appendix A .

Due to current construction on Riverside Avenue, recent historical accounts collected in April 2018 were used for this analysis. An ambient annual growth rate of two (2) percent per year was applied to historical counts to develop existing year 2023 volumes.

B. Description of Existing Roads, Traffic Control, and Intersection Geometrics

Regional access to the site is provided primarily by Interstate 10 (1-10) Freeway, approximately one mile to the north of the project site. In addition, the Interstate 215 (I-215) Freeway is located approximately 4 miles to the east of the site, the Interstate 15 (I-15) Freeway is approximately 10 miles to the wes t of the site, and access to the State Route 60 (SR 60) Highway is approximately 4 miles to the south.

Existing lane configurations and intersection controls at the study intersections are shown on Figure 3 .

The following provides a description of the roadways surrounding the project site.

Santa Ana Avenue – Santa Ana Avenue is a two lane east-west roadway. The posted speed limit on Santa Ana Avenue is 40 miles per hour (mph) and on-street parking is permitted. Santa Ana Avenue is designated as a Collector Street east of Riverside Avenue and a Secondary Arterial west of Riverside Avenue in the City’s Circulation Element. Santa Ana Avenue is a designated truck route for its entire length within the City.

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Riverside Avenue – Riverside Avenue is currently a four- to six-lane north-south roadway divided by a painted median through the study area. The posted s peed limit is 50 mph and on-street parking is prohibited on both sides of the roadway. Riverside Avenue is designated as a Modified Major Arterial I I between San Bernardino Avenue and Slover Avenue, and a Modified Arterial I between Slover Avenue and the southern City boundary in the City’s Circulation Element. The ultimate configuration will also accommodate a bike lane on each side of the roadway . Riverside Avenue is a designated truck route for its entire length within the Agua Mansa Specific Pl an. Riverside Avenue provides direct access to the I- 10 Freeway interchange to the north of the project site. The posted speed limit is 50mph.

Slover Avenue – Slover Avenue is a four-lane east-west roadway d ivided by a painted median through the study area. The posted speed limit is 45 mph and on-street parking is prohibited on both sides of the street. Slover Avenue is designated as a Major Arterial in the City’s Circulation Element. Slover Avenue is a designated truck route between Riverside Avenue and Cedar Avenue.

Jurupa Avenue – Jurupa Avenue is a two-lane east-west undivided roadway. Between Riverside Avenue and Willow Avenue, Jurupa Avenue has four lanes and remains undivided. The posted speed limit is 40 mph and on-street parking is prohibited on both sid es of the street. Jurupa Avenue is designated as a Secondary Arterial in the City’s Circulation Element.

10INTERSTATE
Slover Ave
Santa Ana Ave
Jurupa Ave
- 10 -
LEGEND:= Study Intersection= Turn or Through Lane= Signal

1. Riverside Ave at I-10 WB Ramps2. Riverside Ave atI-10 EB Ramps FIGURE 3EXISTING LANE CONFIGURATIONAND TRAFFIC CONTROL

3. Riverside Ave atSlover Avenue

4. Riverside Ave atSanta Ana Ave5. Riverside Ave atJurupa AvenueD1. Santa Ana Ave atProject Driveway 1FUTUREINTERSECTION = Roadway Segement
D
D = Defacto Right Turn
D

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C. Existing Traffic Volumes

As mentioned earlier, historical traffic data was u sed for the study intersections and grown to create existing year 2023 traffic volumes. Copies of the traffic count data worksheets are provided in Appendix B.

Traffic count data included vehicle classifications for passenger vehicles and trucks. Vehicle classifications are necessary to compute Passenger Car Equivalent (PCE) volumes, which are used in the traffic analysis to address the truck-related traffic effect on intersection and roadway operation.

The PCE volumes were developed by applying a PCE factor of 1.5 for 2-axle trucks, 2.0 for 3-axle trucks, and 3.0 for trucks with 4 or more axles. These factors are consistent with the City of Rialto’s Traffic Impact Analysis Guidelines and Requirements . PCE volume worksheets are provided in Appendix C . Existing morning and evening peak hour volumes with the PCE factors applied are presented on Figure 4.

D. Existing Delay and Level of Service

Peak Hour Operating Conditions

Intersection Level of Service analysis was conducted for the morning and evening peak hours using the analysis procedures and assumptions described previously in this report. The results of the intersection analysis for Existing Conditions are shown on Table 1 .

Review of this table indicates that all study inter sections are currently operating at an acceptable L evel of Service. Copies of the intersection analysis worksheets are provided in Appendix D .

Daily Roadway Operating Conditions

Roadway Level of Service analysis was conducted for the Existing Conditions scenario and the results are shown on Table 2. Review of this table indicates that the following roadway segment currently operates at an unacceptable LOS:

• Riverside Avenue: I-10 EB Ramps to Slover Avenue

10INTERSTATE
Slover Ave
Santa Ana Ave
Jurupa Ave
- 12 -
LEGEND:= Study Intersection= AM/PM Peak Hour Turning Movement Volumes Note: Volumes reflect PCE adjustments.

FIGURE 4EXISTING PEAK HOUR TRAFFIC VOLUMES

1. Riverside Ave at I-10 WB Ramps2. Riverside Ave atI-10 EB Ramps3. Riverside Ave atSlover Avenue

4. Riverside Ave atSanta Ana Ave5. Riverside Ave atJurupa AvenueD1. Santa Ana Ave atProject Driveway 1FUTUREINTERSECTION = Roadway Segement+ ADT Volumes
TABLE 1

SUMMARY OF INTERSECTION OPERATIONS

EXISTING CONDITIONS
Traffic
Control Delay LOS Delay LOS
1 Riverside Avenue at I-10 WB Ramps S 20.1 C 20.0 B
2 Riverside Avenue at I-10 EB Ramps S 20.3 C 27.0 C
3 Riverside Avenue at Slover Avenue S 20.5 C 43.8 D
4 Riverside Avenue at Santa Ana Avenue S 14.6 B 15.6 B
5 Riverside Avenue at Jurupa Avenue S 8.4 A 11.3 B
AM Peak Hour PM Peak Hour
Notes:
- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle.
- S = Signalized
IntersectionInt. #
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I-10 EB Ramps to Slover Avenue 4 Lanes Divided 32,999 33,990 39,375 No Slover Avenue to Santa Ana Avenue 4 Lanes Divided 32, 999 27,760 32,650 Yes Santa Ana Avenue to Jurupa Avenue 4 Lanes Divided 32, 999 23,930 23,930 Yes Santa Ana Avenue East of Riverside Avenue 2 Lanes Undivided 21,999 1,43 0 2,065 Yes Notes: LOS = Level of Service
ADT = Average Daily Traffic
PCE = Passenger Car Equivalent
Riverside Avenue
TABLE 2

SUMMARY OF ROADWAY ANALYSIS

EXISTING CONDITIONS
LOS D
Capacity
Current
Configuration
Existing
ADT
LOS D
or Better? Segment Roadway
Existing
ADT
w/ PCE
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E. General Plan Circulation Element

The General Plan Circulation Element provides stree t classifications near the project vicinity. A copy of the General Plan Street Classifications is provided on Figure 5 . Designated truck routes in the City of Rialto General Plan are shown on Figure 6 .

F. Transit Service

Transit service to the project area is provided via the OmniTrans transit lines, which serve various cities in San Bernardino. Bus stops in the project vicinit y are located along Riverside Avenue and Valley Boulevard, approximately 1 mile to north and Spruce Avenue approximately 1.5 mile to the west. A description of the bus routes serving the project area is provided below.

OmniTrans Route 22 operates between the City of Rialto and the City of Colton through Rialto along Riverside Avenue in the project vicinity. Route 22 operates on weekdays from 5:00 AM to 9:40 PM with approximately 1-hour headways, on Saturdays from 7: 15 AM to 6:30 PM with approximately 1-hour headways, and on Sundays from 7:30 AM to 6:40 PM with approximately 1-hour headways. Route 22 has a transfer point with Route 10 at the intersection of Riverside Avenue and Baseline Road.

OmniTrans Route 329 operates between Bloomington (unincorporated area) and the City of Fontana Valley Boulevard in the project vicinity. Route 329 operates on weekdays from 6:45 AM to 6:40 PM with approximately 1-hour headways and on Saturdays from 7:45 AM to 6:40 PM with approximately 1-hour headways.

- 16 -FIGURE 5GENERAL PLAN STREET CLASSIFICATIONS
- 17 -FIGURE 6GENERAL PLAN TRUCK ROUTES

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III. PROJECTED FUTURE TRAFFIC

A. Ambient Growth Rate

An ambient growth rate of 2.0% per year was applied to existing peak hour traffic volumes to develop Opening Year 2024 forecasts. The resulting peak hour Opening Year 2024 traffic volumes are shown on Figure 7.

B. Opening Year 2024

Peak Hour Operating Conditions

Intersection Level of Service analysis was conducte d for Opening Year 2024. The results are shown on Table 3. Intersection analysis worksheets for this scenario are provided in Appendix D .

Review of this table indicates that with the additi on of ambient growth, all study intersections would continue to operate at an acceptable Level of Service.

Daily Roadway Operating Conditions

Roadway Level of Service analysis was conducted for the Opening Year 2024 scenario and the results are shown on Table 4. Review of this table indicates that the following roadway segments would operate at an unacceptable LOS:

• Riverside Avenue: I-10 EB Ramps to Slover Avenue
• Riverside Avenue: Slover Avenue to Santa Ana Avenue

10INTERSTATE
Slover Ave
Santa Ana Ave
Jurupa Ave
- 19 -FIGURE 7OPENING YEAR 2024 TRAFFIC VOLUMES

1. Riverside Ave at I-10 WB Ramps2. Riverside Ave atI-10 EB Ramps3. Riverside Ave atSlover Avenue

FUTUREINTERSECTION
TABLE 3

SUMMARY OF INTERSECTION OPERATIONS
OPENING YEAR 2024
Traffic
Control Delay LOS Delay LOS
1 Riverside Avenue at I-10 WB Ramps S 20.4 C 20.3 C
2 Riverside Avenue at I-10 EB Ramps S 20.6 C 28.2 C
3 Riverside Avenue at Slover Avenue S 21.3 C 46.8 D
4 Riverside Avenue at Santa Ana Avenue S 14.8 B 15.9 B
5 Riverside Avenue at Jurupa Avenue S 8.5 A 11.7 B
AM Peak Hour PM Peak HourIntersectionInt. #
Notes:
- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle.
- S = Signalized
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Roadway Segment LOS D
Capacity
Existing
ADT
Existing
ADT
w/ PCE
Existing Plus
Growth ADT
LOS D
or Better?
I-10 EB Ramps to Slover Avenue 32,999 33,990 39,375 40,163 No Slover Avenue to Santa Ana Avenue 32,999 27,760 32,650 33,303 No Santa Ana Avenue to Jurupa Avenue 32,999 23,930 23,930 24,409 Yes Santa Ana Avenue East of Riverside Avenue 21,999 1,430 2,065 2,106 Yes Notes: LOS = Level of Service
PCE = Passenger Car Equivalent
TABLE 4

SUMMARY OF ROADWAY ANALYSIS
OPENING YEAR 2024
ADT = Average Daily Traffic
Riverside Avenue
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C. Project Traffic

1. Project Trip Generation

Trip generation surveys were conducted at an existing 82,095 square-foot Central Transport site located at 2765 Riverside Avenue in the City of Rialto. Vehicle trips entering and exiting the site via the driveways on Riverside Avenue and Industrial Drive were condu cted from 6:00 AM to 8:00 PM during two typical weekdays.

Passenger Car Trips

Passenger car trip generation estimates for the proposed project were based on a ratio of the parking stalls provided at the existing Central Transport site, compared to the proposed project. The existing Central Transport site has 83 parking stalls. The p roposed project would have 154 parking stalls.

When the trips for the existing Central Transport are factored to account for the difference in number of parking stalls, the trips forecasted to be generated by the proposed project would be 377 passenger car trips on a daily basis, 15 passenger car trips (9 inbound and 6 outbound) in the morning peak hour, and 62 passenger car trips (29 inbound and 33 outbound) in the evening peak hour.

Truck Trips

Truck trip generation estimates for the proposed pr oject were based on a ratio of the truck docks provided at the existing Central Transport site, compared to the proposed project.

It should be noted that the current truck operation s of the existing site (including at time of data collection) exceed the current building size. As such, the existing site utilizes off-site trailer drop lots that provide a staging buffer until a dock position is available at the existing site. The additional truck trips created from moving truck trailers to/from th e off-site drop lot from/to the existing site overestimates the number of truck trips at a typica l site. As a result, the truck trip rates have been reduced by 40% to account for this overestimation of truck trips at the existing site.

The existing Central Transport site has 102 truck docks. The proposed project would have 280 truck docks. When the trips for the existing Central Tran sport are factored to account for the difference in the number of truck docks, the trips forecasted to be generated by the proposed project would be 1,545 truck trips on a daily basis, 111 trips (43 inbound and 68 outbound) in the morning peak hour, and 166 trips (107 inbound and 59 outbound) in the evening peak hour.

Total Project Trips

Passenger car equivalent (PCE) factors were then applied to the truck types, based on number of axles (1.5 for 2-axle trucks, 2.0 PCE for 3-axle trucks, and 3.0 for 4+ axle trucks) to determine the total PCE volumes generated by the project. After applying PCE factors to the estimated truck trips, the project is estimated to generate 1,922 daily PCE trips, with 126 PCE trips in the morning peak hour, and 228 PCE trips in the evening peak hour.

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Trip generation rates and the resulting trip genera tion estimated for the proposed project are summarized on Table 5 .

2. Trip Distribution and Assignment

Trip distribution assumptions for the project were developed by considering the proposed site uses, and the routes to and from the freeway system for the t ruck terminal. Separate distribution patterns were assumed for passenger car trips and truck trips and are shown on Figure 8. Trip distribution percentages at each study intersection were applied to the proj ect trip generation to determine the project trips through each intersection. The resulting project-re lated peak hour trips at the study intersections ar e shown on Figure 9 . Project-related trips were then added to Opening Year 2024 traffic volumes to develop forecasts for the Opening Year 2024 Plus Pr oject scenario. The resulting peak hour traffic volumes are shown on Figure 10 .

AM Peak Hour PM Peak Hour
Quantity Unit Daily In Out Total In Out Total
83 Parking Stalls 2.446 0.060 0.042 0.102 0.187 0.217 0.404 102 Truck Docks 2.050 0.059 0.088 0.147 0.144 0.079 0.224 AM Peak Hour PM Peak Hour
Quantity Unit Daily In Out Total In Out Total
154 Parking Stalls 377 9 6 15 29 33 62
280 Truck Docks 574 16 25 41 40 22 62
-- -- 951 25 31 56 69 55 124
AM Peak Hour PM Peak Hour
Daily In Out Total In Out Total
Passenger Vehicles 100.0% 377 1.0 377 9 6 15 29 33 62
2-Axle Trucks 2.0% 11 1.5 17 0 1 1 1 1 2
3-Axle Trucks 28.0% 161 2.0 322 9 14 23 22 12 34
4+ Axle Trucks 70.0% 402 3.0 1,206 34 53 87 84 46 130
Total Truck PCE Trips 1,545 43 68 111 107 59 166
Total Project PCE Trips 1,922 52 74 126 136 92 228
PCE = Passenger Car Equivalent
1 Based on trip generation data at a comparable Truck Terminal site in the City of Rialto. Data collection worksheets are provided as Appendix A to the Scoping Agreement.
2 Source: City of Rialto Traffic Impact Analysis Guidelines for VMT and LOS Assessment, October, 2021

PROJECT TRIPS - PASSENGER CAR EQUIVALENTS (PCE)
Vehicle Type Vehicle
Mix 2
Daily
Vehicles PCE Factor
3 The current truck operations of the existing site (including at time of data collection) exceeds the current building size. As such, the existing site uses off-site trailer drop lots that provide a staging buffer until a dock position is available at the existing site. The additional truck trips created from moving truck trailers to/from the off-site drop lot from/to the existing site overestimates the number of truck trips at a typical site. As a result, the truck trip rates have been reduced by 40% to account for this overestimation of truck trips at the existing site.

PROJECT TRIP GENERATION
Project Land Use
Proposed Truck Trips
Total Project Trips (Non-PCE)
Proposed Passenger Vehicle Trips
Existing Land Use
Truck Terminal - Trucks 3
Truck Terminal - Passenger Vehicles
TABLE 5

SUMMARY OF PROJECT TRIP GENERATION
249 SANTA ANA AVENUE TRUCK TERMINAL PROJECT
TRIP GENERATION RATES 1
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10INTERSTATE
Slover AveSanta Ana AveJurupa Ave
= Passenger Car FIGURE 8PROJECT TRIP DISTRIBUTION= Truck Distribution Distribution LEGEND:= Study Intersection= Roadway Segement
- 25 -
10INTERSTATE
Slover Ave
Santa Ana Ave
Jurupa Ave
- 26 -FIGURE 9PROJECT-RELATED TRAFFIC VOLUMES

1. Riverside Ave at I-10 WB Ramps2. Riverside Ave atI-10 EB Ramps3. Riverside Ave atSlover Avenue

4. Riverside Ave atSanta Ana Ave5. Riverside Ave atJurupa AvenueD1. Santa Ana Ave atProject Driveway 1 LEGEND:= Study Intersection
Note: Volumes reflect PCE adjustments.
= AM/PM Peak Hour Turning Movement Volumes = Roadway Segement+ ADT Volumes 10INTERSTATE
Slover Ave
Santa Ana Ave
Jurupa Ave
- 27 -FIGURE 10OPENING YEAR 2024 PLUS PROJECTTRAFFIC VOLUMES

1. Riverside Ave at I-10 WB Ramps2. Riverside Ave atI-10 EB Ramps3. Riverside Ave atSlover Avenue

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D. Opening Year 2024 Plus Project

Peak Hour Operating Conditions

Intersection Level of Service analysis was conducted for the Opening Year 2024 Plus Project conditions.

The results of the intersection analysis are shown on Table 6. Intersection analysis worksheets for this scenario are provided in Appendix D .

Review of this table indicates that with the additi on of project traffic, all study intersections woul d continue to operate at an acceptable Level of Service.

Daily Roadway Operating Conditions

Roadway Level of Service analysis was conducted for the Opening Year 2024 Plus Project scenario and the results are shown on Table 7. Review of this table indicates that the following roadway segments would continue to operate at an unacceptable LOS:

• Riverside Avenue: I-10 EB Ramps to Slover Avenue
• Riverside Avenue: Slover Avenue to Santa Ana Avenue

E. Cumulative Conditions (Opening Year 2024 Plus Cumulative Projects)

1. Cumulative Projects

In addition to ambient growth, traffic volumes for cumulative projects (approved and pending projects) were added to the Opening Year 2024 peak hour traff ic volumes. Cumulative Projects consist of any project that has been approved and is not yet occup ied, and projects that are in various stages of the application and approval process, but have not yet been approved.

A summary of Cumulative Projects in the project vicinity and the trip generation associated with each is provided on Table 8 . The locations of the Cumulative Projects are show n on Figure 11 . Cumulative Project volumes are shown on Figure 12 .

Delay LOS Delay LOS Delay LOS Delay LOS
1 Riverside Avenue at I-10 WB Ramps S 20.4 C 21.2 C 0.8 No 20.3 C 21.3 C 1.0 No 2 Riverside Avenue at I-10 EB Ramps S 20.6 C 21.1 C 0.5 No 28.2 C 31.2 C 3.0 No 3 Riverside Avenue at Slover Avenue S 21.3 C 22.1 C 0.8 No 46.8 D 53.1 D 6.3 No 4 Riverside Avenue at Santa Ana Avenue S 14.8 B 16.4 B 1.6 No 15.9 B 25.2 C 9.3 No 5 Riverside Avenue at Jurupa Avenue S 8.5 A 8.5 A 0.0 No 11.7 B 11.7 B 0.0 No D1 Santa Ana Avenue at Project Driveway U - - 11.8 B - - - - 11.0 B - - TABLE 6

SUMMARY OF INTERSECTION OPERATIONS
OPENING YEAR 2024 PLUS PROJECT
PM Peak HourAM Peak Hour
Effect
Sig?
Without Project With Project Project
Effect
Effect
Sig?
Notes:
- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle. - At a two-way stop-controlled intersection, delay refers to the average vehicle delay on the worst movement. - S = Signalized
- U = Unsignalized
Int. # Intersection Traffic
Control Without Project With Project Project
Effect
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Roadway Segment LOS D
Capacity
Existing
ADT
Existing
ADT
w/ PCE
Existing
Plus Growth
ADT
Daily
Project
Traffic
Existing +
Growth +
Project ADT
LOS D
or Better?
I-10 EB Ramps to Slover Avenue 32,999 33,990 39,375 40,163 1,753 41,916 No Slover Avenue to Santa Ana Avenue 32,999 27,760 32,650 33,303 1,791 35,094 No Santa Ana Avenue to Jurupa Avenue 32,999 23,930 23,930 24,409 94 24,503 Yes Santa Ana Avenue East of Riverside Avenue 21,999 1,430 2,065 2,106 1,922 4,028 Yes Notes: LOS = Level of Service
PCE = Passenger Car Equivalent
TABLE 7

SUMMARY OF ROADWAY ANALYSIS
OPENING YEAR 2024 PLUS PROJECT
Riverside Avenue
ADT = Average Daily Traffic
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TABLE 8

SUMMARY OF CUMULATIVE PROJECTS
Trip Generation Estimates 1
AM Peak Hour PM Peak Hour
Project # Location Land Use Quantity Unit Daily In Out Total In Out Total Free Standing Discount Superstore 198.000 KSF 10,003 206 162 368 420 437 857 Tire Store 9.861 KSF 273 16 9 25 16 21 37
Shopping Center (>150k) 25.436 KSF 941 13 8 21 42 45 87 Fast-Food Restaurant w/ Drive-thru 5.484 KSF 2,564 125 12 0 245 94 87 181 2 South of Santa Ana Ave, East of Riverside Ave Wareh ousing 370.000 KSF 633 48 14 62 19 48 67 3 NWC of Riverside Ave and Santa Ana Ave Warehousing 5 27.900 KSF 903 69 21 90 26 69 95 4 SEC of Riverside Ave and Santa Ana Ave Convenience Store/Gasoline Station 16 FP 4,242 128 128 256 147 147 294 5 Lilac Avenue Warehouse Warehousing 47.460 KSF 81 6 2 8 2 6 8 6 SC Fuels (19839 Santa Ana Ave) Warehousing 48.302 KSF 83 6 2 8 2 6 8 7 Flyers Energy Addition Warehousing 9.350 KSF 16 1 0 1 0 1 1 8 Angelus Black - Concrete Block Manufacturing 178.475 KSF 848 92 29 121 41 91 132 9 Rialto Industrial Building Warehousing 2 82.000 KSF 235 18 6 24 6 18 24 10 Birtcher Logistics Center Warehousing 492.410 KSF 842 65 19 84 25 64 89 11 2720 Willow Avenue Warehouse Warehousing 3 118.450 KSF 347 27 8 35 10 27 37 Convenience Store/Gasoline Station 12 FP 3,181 96 96 192 1 11 111 222 Self-Service Car Wash 1 Wash Stall 108 0 0 0 3 3 6
Fast-Food Restaurant w/ Drive-thru 9.907 KSF 4,631 225 21 7 442 170 157 327 13 Cactus and Slover Warehouse Warehousing 257.855 KSF 4 41 34 10 44 13 34 47 Total Project Trips 30,372 1,175 851 2,026 1,147 1,372 2,519 Source:
1 ITE Trip Generation Manual (11th Edition)
2 Rialto Industrial Building Focused Traffic Study (Kimley-Horn; November 2022) 3 2720 Willow Avenue Warehouse Project Focused Traffic Study (Kimley-Horn; January 2023) KSF = Thousand Square Feet, DU = Dwelling Units, FP = Fueling Positions ADT = Average Daily Traffic
Rialto Village1
City of Rialto
County of San Bernardino
Cedar / Slover Retail12
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1 2
3 4
5 6
7 8
9 1213
10INTERSTATE
Cedar Ave
Cactus AveLilac AveWillow AveRiverside Ave
Jurupa Ave
Santa Ana Ave
Slover Ave
Valley Blvd
Lilac AveWillow Ave10
11 = Cumulative ProjectLEGEND:X - 32 -
10INTERSTATE
Slover Ave
Santa Ana Ave
Jurupa Ave
- 33 -

1. Riverside Ave at I-10 WB Ramps2. Riverside Ave atI-10 EB Ramps3. Riverside Ave atSlover Avenue

4. Riverside Ave atSanta Ana Ave5. Riverside Ave atJurupa AvenueD1. Santa Ana Ave atProject Driveway 1 LEGEND:= Study IntersectionFIGURE 12CUMULATIVE PROJECTSTRAFFIC VOLUMES= AM/PM Peak Hour Turning Movement Volumes = Roadway Segement+ ADT Volumes

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2. Cumulative Projects Trip Generation

Trip generation information for the Cumulative Proj ects was derived either from approved traffic studies, where available; or developed by Kimley-Ho rn if approved traffic studies were not available.

Project information and trip generation assumptions for Cumulative Projects are provided in Appendix E.

3. Cumulative Projects Trip Distribution and Assignment

Likewise, trip distribution and assignment for the Cumulative Projects were either derived from approved traffic studies, where available; or were developed by Kimley-Horn if approved traffic studies were not available. Trip distribution assumptions for Cumulative Projects are provided in Appendix E .

4. Opening Year 2024 Cumulative without Project Conditions

Peak Hour Operating Conditions

Daily and peak hour traffic volumes for Opening Yea r 2024 Cumulative without Project Conditions are shown on Figure 13 . Intersection Level of Service results are shown o n Table 9. Review of this table indicates that, with the addition of Cumulative Projects traffic, the following intersections would operate at an unacceptable Level of Service:

• #2 – Riverside Avenue at I-10 EB Ramps: PM – LOS E
• #3 – Riverside Avenue at Slover Avenue: PM – LOS F

Copies of intersection analysis worksheets for this scenario are provided in Appendix D .

Daily Roadway Operating Conditions

Roadway Level of Service analysis was conducted for Opening Year 2024 Cumulative without Project conditions and the results are shown on Table 10. Review of this table indicates that the following study roadway segments would continue to operate at an unacceptable LOS:

• Riverside Avenue: I-10 EB Ramps to Slover Avenue
• Riverside Avenue: Slover Avenue to Santa Ana Avenue

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5. Opening Year 2024 Cumulative Plus Project Conditions

Peak Hour Operating Conditions

Project traffic was added to Opening Year 2024 Cumulative traffic volumes to develop Opening Year 2024 Cumulative Plus Project traffic forecast volumes. T he resulting daily and peak hour traffic volumes ar e shown on Figure 14 .

Intersection Level of Service analysis results are shown on Table 11 . As this table indicates, with the addition of project traffic, the following intersections would continue to operate at an unacceptable Level of Service:

• #2 – Riverside Avenue at I-10 EB Ramps: PM – LOS E
• #3 – Riverside Avenue at Slover Avenue: PM – LOS F

These intersections were also forecasted to operate at an unacceptable Level of Service under Opening Year 2024 Cumulative Without Project conditions. Based on the significance thresholds presented earlier in this report, the project effect would be considered to be cumulatively significant at these intersections.

Recommended measures to improve the project-related effects are presented in the Recommended Improvements section of this report. Copies of inte rsection analysis worksheets for this scenario are provided in Appendix D .

In this Plus Project analysis, the site driveway was also analyzed. The results indicate that the driveway will operate at Level of Service D or better during both peak hours.

Daily Roadway Operating Conditions

Roadway Level of Service analysis results for Opening Year 2024 Cumulative Plus Project conditions are shown on Table 12. Review of this table indicates that the following s tudy roadway segments would continue to operate at an unacceptable LOS:

• Riverside Avenue: I-10 EB Ramps to Slover Avenue
• Riverside Avenue: Slover Avenue to Santa Ana Avenue

10INTERSTATE
Slover Ave
Santa Ana Ave
Jurupa Ave
- 36 -FIGURE 13OPENING YEAR 2024 CUMULATIVEWITHOUT PROJECT TRAFFIC VOLUMES

1. Riverside Ave at I-10 WB Ramps2. Riverside Ave atI-10 EB Ramps3. Riverside Ave atSlover Avenue

FUTUREINTERSECTION
TABLE 9

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2024 CUMULATIVE WITHOUT PROJECT
Traffic
Control Delay LOS Delay LOS
1 Riverside Avenue at I-10 WB Ramps S 27.9 C 30.5 C
2 Riverside Avenue at I-10 EB Ramps S 27.1 C 61.8 E
3 Riverside Avenue at Slover Avenue S 45.2 D 94.8 F
4 Riverside Avenue at Santa Ana Avenue S 16.9 B 18.8 B
5 Riverside Avenue at Jurupa Avenue S 8.7 A 11.9 B
Int. # Intersection AM Peak Hour PM Peak Hour
Notes:
- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle.
- S = Signalized
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Roadway Segment LOS D
Capacity
Existing Plus
Growth ADT
Cumulative
Projects
ADT
Opening Year
+ Cum.

Projects
ADT
LOS D
or Better?
I-10 EB Ramps to Slover Avenue 32,999 40,163 4,920 45,083 No Slover Avenue to Santa Ana Avenue 32,999 33,303 2,910 36,213 No Santa Ana Avenue to Jurupa Avenue 32,999 24,409 1,580 25,989 Yes Santa Ana Avenue East of Riverside Avenue 21,999 2,106 840 2,946 Yes Notes: LOS = Level of Service
ADT = Average
TABLE 10

SUMMARY OF ROADWAY ANALYSIS
OPENING YEAR 2024 CUMULATIVE WITHOUT PROJECT
Riverside Avenue
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10INTERSTATE
Slover Ave
Santa Ana Ave
Jurupa Ave
- 39 -FIGURE 14OPENING YEAR 2024 CUMULATIVE PLUSPROJECT TRAFFIC VOLUMES

1. Riverside Ave at I-10 WB Ramps2. Riverside Ave atI-10 EB Ramps3. Riverside Ave atSlover Avenue

4. Riverside Ave atSanta Ana Ave5. Riverside Ave atJurupa AvenueD1. Santa Ana Ave atProject Driveway 1 LEGEND:= Study Intersection
Note: Volumes reflect PCE adjustments.
= AM/PM Peak Hour Turning Movement Volumes = Roadway Segement+ ADT Volumes Delay LOS Delay LOS Delay LOS Delay LOS
1 Riverside Avenue at I-10 WB Ramps S 27.9 C 29.2 C 1.3 No 30.5 C 33.9 C 3.4 No 2 Riverside Avenue at I-10 EB Ramps S 27.1 C 28.3 C 1.2 No 61.8 E 70.1 E 8.3 Yes 3 Riverside Avenue at Slover Avenue S 45.2 D 48.7 D 3.5 No 94.8 F 113.0 F 18.2 Yes 4 Riverside Avenue at Santa Ana Avenue S 16.9 B 18.6 B 1.7 No 18.8 B 22.7 C 3.9 No 5 Riverside Avenue at Jurupa Avenue S 8.7 A 8.7 A 0.0 No 11.9 B 12.0 B 0.1 No D1 Santa Ana Avenue at Project Driveway U - - 13.1 B - - - - 11.2 B - - TABLE 11

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2024 CUMULATIVE PLUS PROJECT
Int. # Intersection Traffic
Control
AM Peak Hour PM Peak Hour
Without Project With Project
Notes:
- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle. - At a two-way stop-controlled intersection, delay refers to the average vehicle delay on the worst movement. - S = Signalized
- U = Unsignalized
Project
Effect
Effect
Sig?
Without Project With Project Project
Effect
Effect
Sig?
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Roadway Segment LOS D
Capacity
Opening Year
+ Cum.

Projects
ADT
Daily
Project
Traffic
Opening Year +
Cum. Project +
Project
ADT
LOS D
or Better?
I-10 EB Ramps to Slover Avenue 32,999 45,083 1,753 46,836 No Slover Avenue to Santa Ana Avenue 32,999 36,213 1,791 38,004 No Santa Ana Avenue to Jurupa Avenue 32,999 25,989 94 26,083 Yes Santa Ana Avenue East of Riverside Avenue 21,999 2,946 1,922 4,868 Yes Notes: LOS = Level of Service
TABLE 12

SUMMARY OF ROADWAY ANALYSIS
OPENING YEAR 2024 CUMULATIVE PLUS PROJECT
Riverside Avenue
ADT = Average Daily Traffic
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IV. RECOMMENDED IMPROVEMENTS

A. Intersection Improvements

Based on the criteria in the City’s Traffic Impact Analysis Report Guidelines and Requirements (Exhibit F), there would be a project-related effect at the following intersections:

• #2 – Riverside Avenue at I-10 Eastbound Ramps (Cumulative Effect) • #3 – Riverside Avenue at Slover Avenue (Cumulative Effect)

Implementation of the following improvements would mitigate the project-related effect at each intersection:

#2 – Riverside Avenue at I-10 Eastbound Ramps: Add a northbound right-turn lane. This improvement is part of the Riverside Avenue bridge improvement project to provide a 4 th northbound through lane on Riverside Avenue from Slover Avenue to the I-10 Wes tbound Ramps. This improvement would more than offset the project-related incremental delay.

#3 – Riverside Avenue at Slover Avenue: Add a 3
rd north- and southbound through lane. This
improvement is part of the planned Riverside Avenue Widening project and would more than offset the project-related incremental delay.

A summary of the intersection analysis after implem entation of the Riverside Avenue bridge and roadway widening is provided on Table 13 .

B. Roadway Improvements

The study roadway segment of Riverside Avenue from Santa Ana Avenue to Project Driveway is currently and would continue to exceed its daily roadway capacity with LOS E operations.

Riverside Avenue is currently a four-lane divided r oadway from north of Slover Avenue to south of Jurupa Avenue. Riverside Avenue is designated as a Modified Major Arterial II (six-lane divided roadway) north of Slover Avenue and a Modified Arterial I (f our-lane divided roadway) south of Slover Avenue in the City of Rialto Circulation Element of the Gener al Plan. The City’s General Plan is being modified to upgrade Riverside Avenue south of Slover Avenue as a six-lane arterial roadway within 120 feet of right- of-way. As mentioned previously, the widening of Ri verside Avenue from the I-10 EB Ramps to Jurupa Avenue from 4 lanes to 6 lanes were presented in th e City of Rialto Traffic/Transportation Fee Study as a “Location of Improvement.” The proposed project will pay applicable Direct Impact Fees (DIF) toward the Riverside Avenue Widening project.

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A summary of the roadway analysis after implementation of the Riverside Avenue widening is provided on Table 14 . With the planned widening of Riverside Avenue, the roadway segment of Riverside Avenue from the I-10 EB Ramps to Jurupa Avenue would opera te within its daily roadway capacity. The estimated DIF for the proposed project based on tot al daily trips, as derived from the City of Rialto Traffic/Transportation Fee Study (April 2019), is shown on Table 15 .

C. Significant Effects – Other Improvements

Not applicable.

TABLE 13

SUMMARY OF INTERSECTION OPERATIONS WITH RECOMMENDED IMPROVEMENTS OPENING YEAR 2024 CUMULATIVE PLUS PROJECT
AM Peak Hour PM Peak Hour
Int. # Intersection Delay LOS Delay LOS Delay LOS Delay LOS Riverside Avenue at I-10 EB Ramps
Add a NB Right-Turn Lane 28.3 C 27.0 C 70.1 E 60.5 E
Riverside Avenue at Slover Avenue
Add a 3rd NB and SB Through Lane 48.7 D 23.4 C 113.0 F 48.3 D Notes:
- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle. 2 3
Without
Improvements
With
Improvements
Without
Improvements
With
Improvements
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Roadway Segment LOS D
Capacity
Opening Year
+ Cum.

Projects
ADT
Daily
Project
Traffic
Opening Year +
Cum. Project +
Project
ADT
LOS D
or Better?
I-10 EB Ramps to Slover Avenue 49,499 45,083 1,753 46,836 Yes Slover Avenue to Santa Ana Avenue 49,499 36,213 1,791 38,004 Yes Notes: LOS = Level of Service
ADT = Average Daily Traffic
TABLE 14

SUMMARY OF ROADWAY ANALYSIS

WITH RECOMMENDED IMPROVEMENTS
Riverside Avenue
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Roadway Improvements
Riverside Avenue Improvement Project
(Included in the proposed DIF fee)
Riverside Avenue Improvement Cost 375.50 $ 1,922 721,711 $ 721,711 $ Total Project Cost
Proposed DIF
Fee per
Daily Trip 1
Project
Daily
Trips
1Source: City of Rialto Traffic/Transportation Fee Study (April 2019) Total
TABLE 15

TRAFFIC IMPACT IMPROVEMENT COSTS
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VII. FINDINGS AND RECOMMENDATIONS

A. Improvements

Off-site improvements were identified to mitigate t he project-related effects at the following deficie nt intersections:

• #2 – Riverside Avenue at I-10 Eastbound Ramps (Cumulative Effect) • #3 – Riverside Avenue at Slover Avenue (Cumulative Effect)

The improvements are part of an already in construction project, widening Riverside Avenue to have an additional through lane in both the north and south directions. With the addition of the recommended improvements, all deficient intersections and roadway segments would operate at an acceptable LOS.

B. Traffic Signal Warrant Analysis

Not Applicable.

C. Site Circulation

Vehicular access provisions for the project site would consist of one unsignalized driveway on Santa Ana Avenue. The driveway would provide full access to the project for both passenger vehicles and trucks.

D. Safety and Operational Improvements

The roadways serving the project site are generally straight and flat. A sight distance analysis of existing roadway conditions is not needed. The site driveway s and project improvements must be designed so that adequate sight distance for drivers entering a nd exiting the site is maintained. The line of sigh t – a straight line between the driver’s eye and oncoming vehicles on the adjacent roadway defines the Limited Use Area. The Limited Use Area for each driveway mu st be kept clear of visual obstructions, including project signs, building structures, and landscaping, in order to maintain adequate sight distance.

E. Fair Share Calculations

The project fair share proportion for the Riverside Avenue Widening Project are shown on Table 15 (presented previously).

F. Specific Plan Signalization

Not Applicable.

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G. General Plan Conformance

The proposed Rialto Industrial Building project is in conformance with the Agua Mansa Specific Plan and the City of Rialto General Plan. The proposed use i s permitted under the Heavy Industrial designations .

Neither a Specific Plan Amendment nor a General Plan Amendment is required for the project.

H. Regional Funding Mechanisms

The project is subject to the City’s city-wide traf fic impact fee program. The proposed project will p ay applicable DIF fees toward the Riverside Avenue Wid ening project. The fees paid by the Developer will be collected by the City of Rialto and used toward the Riverside Avenue Widening Project, as identifie d in Measure I of the 2018 Nexus Study Item “Widen Ri verside Avenue from South City Limit to Slover Avenue from 4 lanes to 6 lanes. To the extent that a mitigation measure is included in an existing fee program, the project’s payment of impact fees can b e used to offset the costs of implementing the mitigation measures. In addition, the project may b e required to construct a needed improvement in advance of the City’s receipt of full funding, in w hich case the improvement may be subject to a reimbursement agreement, to allow the project to recoup costs from future development.

APPENDIX A

APPROVED SCOPING AGREEMENT

Crown Enterprises
Santa Ana Avenue Truck Terminal 21-Dec-22
Traffic Impact Analysis – Report Guidelines and Requirements - Exhibit B Scoping Agreement – Crown Enterprises – Santa Ana Avenue Truck Terminal Exhibit B

SCOPING AGREEMENT FOR TRAFFIC IMPACT ANALYSIS
This following form shall be used to acknowledge preliminary approval of the scope for the traffic impact analysis (TIA) of the following project. The TIA must follow the City of Rialto Traffic Impact Analysis – Report Guidelines and Requirements, dated December 2013 and approved by the Transportation Commission on February 5, 2014.

City of Rialto
Traffic Impact Analysis
Scoping Agreement
Case No. TBD
Related Cases -
SP No.

EIR No.

GPA No.

ZC No.

Project Name: Crown Enterprises – Santa Ana Avenue Truck Terminal Site Plan and Project Description attached – Attachment 1 Project Address: 249 E Santa Ana Avenue
Project Description: 172,415 SF Truck Terminal plus 18,700 SF Shop Building: Total 191,115 SF Located in Sub-Area 8 of the Agua Mansa Specific Plan.

Consultant Developer
Name: Kimley-Horn and Associates, Inc. Crown Enterprises, Inc.

Address: 3880 Lemon St #420 12225 Stephens Road
Riverside, CA 92501 Warren, Michigan 48089
Telephone: (951) 543-9868 (586) 939-7000
Fax: NA NA
Crown Enterprises
Santa Ana Avenue Truck Terminal 21-Dec-22
Traffic Impact Analysis – Report Guidelines and Requirements - Exhibit B Scoping Agreement – Crown Enterprises – Santa Ana Avenue Truck Terminal

1. Trip Generation Source: Based on Trip Generation survey at similar site (in Rialto) Existing GP Land Use General Industrial (Holliday Rock) Proposed Land Use Intermodal Truck Terminal
Current Zoning: Heavy Industrial Proposed Zoning: No change Total Daily Project Trips: 1,856 (with PCE) – see Attachment 2 – Trip Generation Table Existing Trip Generation Proposed Trip Generation (with PCE) In Out Total In Out Total
AM Trips ______ ________ ________ 53 75 128___ PM Trips _______ ________ ________ 132 84 216___ Internal Trip Allowance Yes No X ( 0 % Trip Discount) Pass-By Trip Allowance Yes No X ( 0 % Trip Discount) Trip Credit for Existing Site Trips Yes No X
For appropriate land uses, a pass-by trip discount may be allowed not to exceed 25%.

Discount trips shall be indicated on a report figure for intersections and access locations.

2. Trip Geographic Distribution: N 15 % S 15 % E 20 % W 50 % (Detailed exhibits of trip distribution must be attached with Trucks as a separate exhibit) See Attachment 3 - (Truck and Passenger Car Distribution)

3. Background Growth Traffic
Project Completion Year: 2024 Annual Background Growth Rate: 2 % Other Phase Years N/A
Other area projects to be considered: We will start with the Cumulative Projects list from our most recent TIA (Riverside Avenue Storage Lot – See Attachment 4), and will update and add other recent projects based on info to be provided by Planning.
(Contact Planning for Lists. Correlate projects to exhibit map and also indicate which projects have been included in study area forecasts for existing + background growth + project + cumulative) Model/Forecast methodology: Existing plus Growth plus Cum Proj plus Project to Opening Year Crown Enterprises
Santa Ana Avenue Truck Terminal 21-Dec-22
Traffic Impact Analysis – Report Guidelines and Requirements - Exhibit B Scoping Agreement – Crown Enterprises – Santa Ana Avenue Truck Terminal

4. Study Intersections: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies received.)

1. Riverside Avenue at I-10 WB Ramps 5. Riverside Avenue at Jurupa Avenue

2. Riverside Avenue at I-10 EB Ramps

3. Riverside Avenue at Slover Avenue

4. Riverside Avenue at Santa Ana Avenue
We will also study the site entrance on Santa Ana Avenue.

5. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies received.)

1. Riverside Avenue – North of Slover Ave 6.

2. Riverside Avenue – Slover to Santa Ana 7.

3. Riverside Avenue – Santa Ana to Jurupa 8.

4. Santa Ana Avenue – East of Riverside 9.

5. ___________________________________ 10.

6. Other Jurisdictional Impacts
Is this project within any other Agency's Sphere of Influence or within one-mile of another jurisdictional boundary? X YES NO
If so, name of Jurisdiction: City of Colton, County of San Bernardino

7. Site Plan (please attach 11" x 17" legible copy) – see Attachment 1 – Site Plan

8. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (to be filled out by the City of Rialto Public Works Department) (NOTE: If the traffic study states that "a traffic signal is warranted" (or "a traffic signal appears to be warranted," or similar statement) at an existing un-signalized intersection under existing conditions, 8-hour approach traffic volume information must be submitted in addition to the peak hourly turning movement counts for that intersection.)
Crown Enterprises
Santa Ana Avenue Truck Terminal 21-Dec-22
Traffic Impact Analysis – Report Guidelines and Requirements - Exhibit B Scoping Agreement – Crown Enterprises – Santa Ana Avenue Truck Terminal

9. Existing Conditions
Traffic count data must be new or within one year. Provide traffic count dates if using other than new counts.

Date of counts: New counts will be collected
NOTE: Fees are due and must be submitted with, or prior to submittal of this form. The City will not process the Scoping Agreement prior to the receipt of the processing fee.

Fees Paid: Date
Recommended:

Scoping Agreement Submittal date December 21, 2022
Scoping Agreement Resubmittal date
Kimley-Horn and Associates, Inc. December 21, 2022
Applicant/Engineer Date
Land Use Concurrence:

Development Services Department Date
Approved by:

Public Works Department Date
NOTE:

The Applicant/Engineer acknowledges that the Scoping Agreement is intended to assist in the preparation of any required TIA. It is preliminary in nature and the City does not have sufficient data to determine the ultimate conditions that may be imposed for the project. It does not provide nor limit the requirements imposed on the Project but is intended only to provide initial input into the parameters for review of the traffic generated by the Project and the initial areas to be considered and studied. Subsequent changes to scope of required analysis to be included in the TIA may be required by the Transportation Commission, Planning Commission, and/or the City Council upon Public Works Director/City Engineer review and approval. 2/24/2023
110'
E. S A N T A A N A A V E N U E

XXXXXXXXXXXXX
RAMP
X
XX
53' TRAILER PARKING73 SPACES @ 11'x53'
53' TRAILER PARKING167 SPACES @ 11'x53'
TRACTOR PARKING100 SPACES @ 10'x25'

XXXXXXXXXXXXXXXXXXXXXXXXXXX

XXXXXXXXXXX
X
SHOP7 BAYS + OFFICE
177' 177'
48'

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
53' TRAILER PARKING244 SPACES @ 11'x53'
75 N 89°45'33" E1017.28'
N 0°20'19" W
1429.73'
N 89°45'33" E250.00'
N 75°40'49" E206.11'
521.28'
1154.24'
471.14'
N 89°45'33" E1317.27'
N 0°20'19" W
1979.33'
N 69°03'40" E
1407.69'
N 0°19'45" W
2476.87'

RIALTO WATER SERVICESWASTEWATER TREATMENTPLANT
SIROONIAN, CHARLES B. AND MANDEL, LINDA ET AL.

GONZALEZ LIVING TRUST
AGUA MANZA PROPERTIES INC.
10"G 10"G 10"G 10"G 10"G21"S S.M.H.S.M.H.S.M.H.S.M.H.S.M.H. 21"S 21"S 21"S 21"S21"S

OVERHEAD HIGH POWER LINES
E
E
E
E
E E
E
E
E
E
EE
E
E

OVERHEAD HIGH POWER LINES

SOUTHERN CALIFORNIA EDISON
12"W 12"W0.72'CLR. 12"W 12"W 12"WFD. 1"I.P.OPENFIRE HYDRANT FD. NOTHINGSEARCHED
FD. CONC. MON. W/TAG, L.S. 3393 PERP.M. NO. 4995P.M.B. 48/17366.76' 1184.32'341.24'
267.08'
P.P. 202702
140.48'
N 69°03'40" E
3549.20' (3549.14')'
FD. SPIKE NO WASHERIN LIEU OF AXLE PERC.S.F.B. 212/4734"TREEXXXXXX GATEEDISONVAULTPP#4797151EW/GUY ANCH.SIGNXXXCHAIN LINKFENCE1.13' CLR.XXXXX 612.00'
XX
XXX
XX

XXXXXXXX

XXXXXXXXXXXX
6' CHAIN LINK FENCE
X
X
ELEC. TOWER
ELEC. TOWER
P.P. SPLIT
P.P.P.P.

X X X X X X X
W.V. PP#757179HS.M.H.W.V.S.M.H.

CONC. POSTSON LINE
4"TREE
4"TREETRASHENCL.SIGNWATER CONT.I.C.V. I.C.V. P.P.STOP SIGNM.H.

CHAIN LINK FENCEON LINE
W.M.TR.CONT.

PLANT LIMITS
6"BLOCK
17 PAINTED 10.7'X20' PARKING

CONCRETE

GATEGATE XXXXXXXXXX GATE
X
XXX
WROUGHT IRON FENCE0.69' CLEAR
ELEC.CAB.BLDG.CONCW/ELEC.WIRE ATOP3.4' CLEAR
END T.C.4.4' CLR.

STREET NOT DEEDED

STREET NOT DEEDED
FD. 1"I.P.OPEN
6' CHAIN LINK FENCE
3-O.H. WIRES
6-O.H. WIRES
GAS
3-O.H. WIRES
SIGN POSTPP#471172H
FIBER OPTICPULL BOX0.52' CLR.

MONITORINGWELL
CONC.CURBCONC.CURB2.68'CLR.

BLOCK WALL0.44'CLR.BLOCK WALL3.69'CLR.

ON LINESTEEL WALL2.80'CLR.

ON 2'X2' PAD
CHAIN LINK FENCE0.71'CLR.

CHAIN LINK FENCE0.86'CLR.

CHAIN LINK FENCE0.19'CLR.

0.10'S.&0.20EAREA LIGHT(TYP.)
FD 1"I.P.OPEN,0.5'EBFLO.ON LINE3 O.H.WIRES ON LINE
12'STEEL WALL3 O.H.WIRES N'LY
W.M.P.P.SCALE1TEL.CABL.GATEW.I.FENCEHOLLIDAYTRUKINGSIGN. POSSIBLE FIBER OPTIC CABLEIN SANTA ANA AVENUE(UNKNOWN LOCATION OR OWNER)U.G. TEL.TO BLDGTTT

CONCRETE

CONCRETECONCRETE
N 89°45'33" E300.00'32.00' G
6' CHAIN LINK FENCE

RIALTO WATER SERVICESWASTEWATER TREATMENTPLANT

TOE OF SLOPE
370'TOE OF SLOPE
W/W.V.300.00'
N 89°45'33" E292.02'
N 89°45'33" E292.02'N 89°45'33" E541.76'
283.50'
N 0°20'19" W
612.00'

42.02'
N 0°19'45" W
769.35'
N 69°03'40" E 1140.61'

XXXXXXXXXXXXXXXX

XXXXXXXXXXXXXXXXXXXX
PROPOSED TERMINAL292 DOORS @ 12'O.C.1789'-6"
90'
XX
AUTO PARKING100 SPACES @ 9'x18'XXX
73817984
53' TRAILER PARKING54 SPACES @ 11'x53'
54 167
XXXXX
177'177'
110'

PROPOSED CT TERMINAL

SANTA ANA AVE

PLANKEY
ONIFER2-17-2021D.APPROVALDATE

PROJECT

TITLEDRAWING
-J.DRAWNBY
REVFORISSUED05-16-2019DATECONCEPT

SCALESCALECHECK
18-000C1NO.DRAWINGNO.PROJECT CONCEPTUAL SITE PLANSCALE: N.T.S.NACREAGE:46DOCK: (292) DOORS AT 12' OC x 90' WIDESHOP: 7 DRIVE-THRU BAYS + OFFICE/PARTS BAYTRAILER PARKING: (538) 53' SPACESTRACTOR PARKING: (100) SPACESEMPLOYEE PARKING: (150) SPACES ATTACHMENT 1 - SITE PLAN
AM Peak Hour PM Peak Hour
Quantity Unit Daily In Out Total In Out Total
83 Parking Stalls 2.446 0.060 0.042 0.102 0.187 0.217 0.404 102 Truck Docks 2.050 0.059 0.088 0.147 0.144 0.079 0.224 AM Peak Hour PM Peak Hour
Quantity Unit Daily In Out Total In Out Total
100 Parking Stalls 245 6 4 10 19 22 41
292 Truck Docks 599 17 26 43 42 23 65
-- -- 844 23 30 53 61 45 106
AM Peak Hour PM Peak Hour
Daily In Out Total In Out Total
Passenger Vehicles 100.0% 245 1.0 245 6 4 10 19 22 41
2-Axle Trucks 2.0% 12 1.5 18 1 1 2 1 1 2
3-Axle Trucks 28.0% 168 2.0 336 10 15 25 24 13 37
4+ Axle Trucks 70.0% 419 3.0 1,257 36 55 91 88 48 136
Total Truck PCE Trips 1,611 47 71 118 113 62 175
Total Project PCE Trips 1,856 53 75 128 132 84 216
ATTACHMENT 2
SUMMARY OF PROJECT TRIP GENERATION
249 SANTA ANA AVENUE TRUCK TERMINAL PROJECT
TRIP GENERATION RATES 1
Existing Land Use
Truck Terminal - Trucks 3
Truck Terminal - Passenger Vehicles
PROJECT TRIP GENERATION
Project Land Use
Proposed Truck Trips
Total Project Trips (Non-PCE)
Proposed Passenger Vehicle Trips
PROJECT TRIPS - PASSENGER CAR EQUIVALENTS (PCE)
Vehicle Type Vehicle
Mix 2
Daily
Vehicles PCE Factor
1 Based on trip generation data at a comparable Truck Terminal site in the City of Rialto. Data collection worksheets are provided as Appendix A to the Scoping Agreement.
2 Source: City of Rialto Traffic Impact Analysis Guidelines for VMT and LOS Assessment, October, 2021 3 The current truck operations of the existing site (including at time of data collection) exceeds the current building size. As such, the existing site uses off-site trailer drop lots that provide a staging buffer until a dock position is available at the existing site. The additional truck trips created from moving truck trailers to/from the off-site drop lot from/to the existing site overestimates the number of truck trips at a typical site. As a result, the truck trip rates have been reduced by 40% to account for this overestimation of truck trips at the existing site.

PCE = Passenger Car Equivalent
Santa Ana Avenue Truck Terminal
Traffic Scoping Agreement
Kimley-Horn and Associates, Inc.

December 2022
ATTACHMENT 3 - SANTA ANA TRUCK TERMINAL – SUGGESTED STUDY LOCATIONS AND TRIP DISTRIBUTION T - 50%T - 50%
P - 15%
P – 20%P – 20%
P - 10%
P - 10%
P - 15%
P - 10%
LEGEND

STUDY INTERSECTION

STUDY ROADWAY SEGMENT

PASSENGER VEHICLE DISTRIBUTION

TRUCK DISTRIBUTION
P – X%
T - X%
TABLE 8
SUMMARY OF CUMULATIVE PROJECTS
Trip Generation Estimates
AM Peak Hour PM Peak Hour
Project # Land Use Quantity Units Daily In Out Total In Out Total 1 Panattoni I-10 (Rialto Commerce Center) 2,475.745 KSF 3,565 145 78 223 82 166 248 2 CapRock III 527.900 KSF 3,151 212 53 265 73 211 284
Rialto Walmart
Free Standing Discount Superstore 197.639 KSF 10,501 185 145 330 446 465 911 Shopping Center 13.712 KSF 589 8 5 13 25 26 51
High-Turnover (Sit-Down) Restaurant 12.856 KSF 1,635 77 71 148 85 59 144 Gasoline/Service Station 16 VFP 2,697 99 95 194 111 111 222 Pass-by Gasoline/Service Station -1,019 -52 -50 -102 -42 -42 -84 Fast-Food Restaurant w/ D.T. 5.948 KSF 2,951 150 144 294 105 97 202 Pass-by Fast-Food Restaurant -1,328 -66 -63 -129 -48 -44 -92 Internal Capture (10%) -1,837 -52 -46 -98 -77 -76 -153
4 Fuel/Convenience Market 18 VFP 3,803 232 231 463 190 189 379 5 Truck Yard (SWC of Riverside Ave and Santa Ana Ave)1 686 29 43 72 31 34 65 6 Fast Food/Retail (SWC of Riverside Ave and Slover Ave)1 1,104 34 22 56 38 37 75 7 Warehouse (SWC of Cactus Ave and Slover Ave)1 587 45 12 57 16 48 64 8 Truck Lot (Jurupa Ave)1 393 14 21 35 18 20 38
9 FedEx1 5,174 342 91 432 116 347 463
10 Warehouse (Valley Blvd)1 2,405 159 42 201 54 161 215 11 Warehouse (San Bernardino Ave)1 956 66 18 84 22 67 89 12 Warehouse (Riverside Ave)1 494 33 9 42 11 34 45
13 Warehouse (Agus Mansa Rd)1 319 22 6 28 7 21 28
14 CUSM (300 N. Pepper Ave) 150 STUDENTS 357 25 6 31 9 22 31 15 1600 Agua Mansa Road 805.500 KSF 2,868 191 51 242 64 193 257 16 Valley Orange Ent. (1600 W. Valley Blvd) 8 VFP 1,348 50 48 98 55 55 110 17 785 M Street 20.600 KSF 144 17 2 19 2 18 20
18 644-660 Laurel Lane 7 DU 67 1 4 5 4 3 7
19 602 Agua Mansa Road 19.919 KSF 196 7 11 18 8 9 17
Roquet Ranch
Single-Family Detached Housing 754 DU 7,216 141 424 565 480 282 762 Condominium 244 DU 1,418 18 89 107 85 42 127
Senior Adult Housing-Attached 52 DU 181 2 4 6 5 3 8
Shopping Center 6.500 VFP 279 4 3 7 12 12 24
Coffee/Donut Shop w/ D.T. 1.500 KSF 1,228 85 81 166 32 32 64 Fast-Food Restaurant w/ D.T. 4.000 KSF 1,984 101 97 198 70 65 135 County Park 19.5 ACRES 44 0 0 0 0 1 1
21 P15-0812 61 DU 354 5 22 27 21 10 31
22 P14-1033 308.000 KSF 1,096 73 19 92 25 74 99
Rio Vista Specific Plan 243
Single-Family Detached Housing 579 DU 5,541 109 326 435 368 216 584 Condominium 290 DU 1,685 22 106 128 101 50 151
Apartment 346 DU 2,301 35 141 176 139 75 214
City Park 22.2 ACRES 35 - - - - - -
Elementary School (1) 600 STUDENTS 774 149 122 271 44 46 90 24 Rubidoux Commercial Development 315.499 KSF 2,199 255 35 290 37 269 306 25 Wheatley Industrial Mfg. Bldg. 31.500 KSF 220 26 3 29 4 27 31 26 Emerald Ridge North 187 DU 1,790 35 105 140 119 70 189 27 High Cube 334.000 KSF 481 20 11 31 11 22 33
High Cube 476.000 KSF 685 28 15 43 16 32 48
General Warehouse 30.000 KSF 107 7 2 9 2 7 9
29 High Cube 677.000 KSF 975 40 21 61 22 45 67
30 Single Family Residential 198 DU 1,895 37 111 148 126 74 200 31 General Warehouse 395.000 KSF 1,406 94 25 119 32 95 127 32 Truck Terminal 450.000 KSF 8,231 300 449 749 300 391 691 33 CUP03718 19.988 KSF 139 16 2 18 2 17 19
PP24798
Shopping Center 5.361 KSF 230 3 2 5 10 10 20
General Office Building 3.405 KSF 37 5 1 6 1 4 5
Total Project Trips 84,337 3,583 3,265 6,848 3,468 4,202 7,670 Notes:
1 Trip generation estimates provided by City staff.

NEC = Northeast Corner, SEC = Southeast Corner, NWC = Northwest Corner, SWC = Southwest Corner DU = Dwelling Units, KSF = 1,000 square feet, VFP = Vehicle Fueling Positions City of Rialto
City of Colton
City of Jurupa Valley
23 3
City of Riverside
County of Riverside
34 PROJECT TRIP GENERATION
County of San Bernardino
28 20
Riverside Avenue Storage Lot
Traffic Impact Study
- 36 - Kimley-Horn and Associates, Inc.

October, 2019
APPENDIX A

TRIP GENERATION SURVEY WORKSHEETS

Location: S Riverside Ave & 2765 S Riverside Ave/Central Transport Dwy Date: 6/28/2022 City: Bloomington Day: Tuesday

NR SL WL WR NR SL WL WR NR SL WL WR NR SL WL WR NR SL WL WR 6:00 AM 4 9 1 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0
6:15 AM 2 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
6:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
7:00 AM 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0
7:30 AM 0 2 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0
7:45 AM 1 0 1 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0
8:00 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0
8:45 AM 1 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 0
9:00 AM 1 1 0 3 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0
9:15 AM 0 0 2 2 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
9:30 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 0
9:45 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
10:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0
10:15 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
10:30 AM 0 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 1 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 2 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0
11:15 AM 0 1 1 6 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0
11:30 AM 1 6 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
11:45 AM 0 4 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0
12:30 PM 0 1 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
1:15 PM 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:30 PM 2 4 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0
1:45 PM 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0
2:00 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0
2:15 PM 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0
2:30 PM 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
2:45 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0
3:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 3 0 0
3:30 PM 1 2 1 1 0 1 0 0 0 1 0 0 0 0 0 0 1 2 0 0
3:45 PM 1 0 1 2 0 2 0 0 0 0 0 0 0 0 0 0 1 1 0 0
4:00 PM 0 0 4 0 0 0 0 0 0 3 0 0 0 0 0 0 0 1 0 0
4:15 PM 0 0 1 2 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 0
4:30 PM 2 0 0 2 0 1 0 0 1 1 0 0 0 0 0 0 0 1 0 0
4:45 PM 1 1 1 1 0 0 0 0 0 3 0 0 0 0 0 0 1 5 0 0
5:00 PM 1 3 1 3 0 0 0 0 1 3 0 0 0 0 0 0 0 0 0 0
5:15 PM 1 4 3 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 1 4 1 4 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 0
5:45 PM 0 1 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0
6:00 PM 0 2 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0
6:15 PM 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0
6:30 PM 1 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:45 PM 1 0 1 0 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0
7:00 PM 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 4 0 0
7:15 PM 1 2 0 1 0 1 0 0 0 2 0 0 0 0 0 0 0 6 0 0
7:30 PM 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0
7:45 PM 0 2 1 1 0 2 0 0 0 1 0 0 0 0 0 0 0 1 0 0
Totals 27 72 32 60 0 21 0 0 2 22 0 0 0 12 0 0 16 51 0 0 FHWA 9
Dwy In Dwy Out
FHWA 8
Dwy In Dwy Out
Prepared by National Data & Surveying Services
TIME
FHWA 1-3
Dwy In Dwy Out
Directional Dwy In & Out
FHWA 5
Dwy In Dwy Out
FHWA 6
Dwy In Dwy Out
Location: S Riverside Ave & 2765 S Riverside Ave/Central Transport Dwy Date: 6/29/2022 City: Bloomington Day: Wednesday

NR SL WL WR NR SL WL WR NR SL WL WR NR SL WL WR NR SL WL WR 6:00 AM 2 4 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
6:15 AM 6 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
6:30 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 AM 0 1 0 4 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 1 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 0
8:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
8:45 AM 0 0 1 1 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 0
9:00 AM 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 2 0 0
9:15 AM 0 1 0 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:30 AM 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
10:15 AM 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 3 6 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 1 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0
11:00 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 5 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0
11:45 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 1 0 4 0 1 0 0 0 1 0 0 0 0 0 0 1 1 0 0
12:15 PM 1 0 1 4 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0
12:30 PM 1 0 1 2 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0
1:00 PM 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:15 PM 0 2 2 2 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0
1:30 PM 2 4 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0
1:45 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:00 PM 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
2:15 PM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
2:30 PM 0 3 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
2:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0
3:00 PM 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0
3:15 PM 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0
3:30 PM 0 2 1 2 0 1 0 0 0 0 0 0 0 0 0 0 1 4 0 0
3:45 PM 1 0 2 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0
4:00 PM 0 1 1 1 0 0 0 0 0 1 0 0 0 1 0 0 1 1 0 0
4:15 PM 0 0 2 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 0 0
4:30 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 3 0 0
4:45 PM 1 1 0 1 0 0 0 0 1 3 0 0 0 0 0 0 1 1 0 0
5:00 PM 1 4 3 6 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0
5:15 PM 2 3 0 2 0 0 0 0 1 1 1 0 0 0 0 0 0 1 0 0
5:30 PM 1 2 1 4 0 0 0 0 1 1 0 0 0 0 0 0 0 1 0 0
5:45 PM 0 3 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0
6:00 PM 0 5 1 4 0 0 0 0 1 0 0 0 0 0 0 0 0 3 0 0
6:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0
6:30 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0
6:45 PM 0 0 3 2 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 PM 1 2 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0
7:15 PM 1 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 7 0 0
7:30 PM 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 PM 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Totals 26 71 27 68 0 28 0 0 5 17 1 0 0 6 0 0 16 50 0 0
Dwy Out
Prepared by National Data & Surveying Services
Directional Dwy In & Out
TIME
FHWA 1-3 FHWA 5 FHWA 6 FHWA 8 FHWA 9
Dwy In Dwy Out Dwy In Dwy Out Dwy In Dwy OutDwy In Dwy Out Dwy In Location: 2765 S Riverside Ave/Central Transport Dwy & Industrial Dr Date: 6/28/2022 City: Bloomington Day: Tuesday

NT EL WR SL ST SR NT EL WR SL ST SR NT EL WR SL ST SR NT EL WR SL ST SR NT EL WR SL ST SR NT EL WR SL ST SR 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 6:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0 0 6:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0 0 6:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 1 0 7 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 1 0 1 0 1 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 0 1 0 0 0 1 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 3 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 9:00 AM 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 3 0 4 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 9:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 9:30 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 10:15 AM 0 1 0 0 0 1 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 10:45 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 12:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1:15 PM 0 0 1 0 0 0 0 1 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 1:30 PM 0 1 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1:45 PM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 2:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 3 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 0 1 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 0 3:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 0 0 2 0 1 0 0 0 1 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 1 1 0 2 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 1 0 1 0 0 0 3 0 0 0 0 0 0 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 2 0 0 0 0 0 0 6:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 1 0 2 0 0 0 3 0 0 0 0 0 0 6:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 6:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 3 0 0 0 0 0 0 7:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 7:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 5 0 0 0 0 0 0 7:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 Totals 0 5 3 0 0 10 0 14 0 2 0 6 0 14 0 6 0 76 0 1 0 0 0 41 0 19 5 6 0 53 0 0 0 0 0 1 Prepared by National Data & Surveying Services
TIME
FHWA 1-3
Directional Dwy In & Out
Dwy In Dwy OutDwy OutDwy In Dwy Out Dwy In Dwy Out
FHWA 5 FHWA 6 FHWA 8 FHWA 9 FHWA 11
Dwy In Dwy Out Dwy In Dwy Out Dwy In
Location: 2765 S Riverside Ave/Central Transport Dwy & Industrial Dr Date: 6/29/2022 City: Bloomington Day: Wednesday

NT EL WR SL ST SR NT EL WR SL ST SR NT EL WR SL ST SR NT EL WR SL ST SR NT EL WR SL ST SR NT EL WR SL ST SR 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 6:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 6:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 1 0 5 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 1 0 1 0 0 0 0 0 0 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 9:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 0 1 0 0 0 1 0 1 1 2 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 AM 0 0 1 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 1:00 PM 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1:45 PM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 1 2:15 PM 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 0 2:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 1 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 1 0 0 1 0 0 1 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 2 0 0 0 0 0 3 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 6:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 6:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 6:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 1 0 0 0 0 0 5 0 0 0 0 0 0 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 1 0 2 0 0 0 0 0 0 7:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 0 0 0 0 0 0 7:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 0 7:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 5 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 Totals 0 1 1 0 0 3 0 18 2 4 0 8 0 8 0 4 0 56 0 4 0 0 0 44 0 5 1 7 0 46 0 0 0 0 0 2 Dwy In Dwy Out Dwy In Dwy Out
FHWA 10
Dwy In Dwy Out Dwy In Dwy OutDwy Out
Prepared by National Data & Surveying Services
Directional Dwy In & Out
TIME
FHWA 1-3 FHWA 5 FHWA 6 FHWA 8 FHWA 9
Dwy In Dwy Out Dwy In
Driveway
In Out In Out In Out In Out
7:00 to 7:15 1 1 0 3 1 4 - - -
7:15 to 7:30 2 0 2 4 4 4 - - -
7:30 to 7:45 4 0 1 5 5 5 - - -
7:45 to 8:00 3 1 2 4 5 5 15 18 33
8:00 to 8:15 3 0 0 4 3 4 17 18 35 *
8:15 to 8:30 0 0 2 2 2 2 15 16 31
8:30 to 8:45 2 1 0 1 2 2 12 13 25
8:45 to 9:00 5 0 0 5 5 5 12 13 25
4:00 to 4:15 4 4 3 4 7 8 - - -
4:15 to 4:30 3 3 0 4 3 7 - - -
4:30 to 4:45 6 2 1 2 7 4 - - -
4:45 to 5:00 11 2 3 3 14 5 31 24 55
5:00 to 5:15 8 4 1 3 9 7 33 23 56
5:15 to 5:30 6 5 2 4 8 9 38 25 63
5:30 to 5:45 8 5 2 4 10 9 41 30 71 *
5:45 to 6:00 3 3 3 6 6 9 33 34 67
Total 69 31 22 58 91 89
* = Peak hour volumes, based on the highest 4 consecutive 15-minute periods.

AM Peak
PM Peak
S Riverside Ave &
2765 S Riverside Ave
Dwy
2765 S Riverside Ave
& Industrial Dr Dwy Combined
Total
TABLE 1
SUMMARY OF CENTRAL TRANSPORT SURVEYS
TUESDAY JUNE 28, 2022
Hourly Sum
Time
Santa Ana Avenue Truck Terminal
Traffic Scoping Agreement APPENDIX A
Kimley-Horn and Associates, Inc.

August 2022
In Out In Out In Out In Out
7:00 to 7:15 3 4 0 3 3 7 - - -
7:15 to 7:30 2 1 0 3 2 4 - - -
7:30 to 7:45 3 0 0 1 3 1 - - -
7:45 to 8:00 4 1 0 3 4 4 12 16 28 *
8:00 to 8:15 2 0 0 3 2 3 11 12 23
8:15 to 8:30 1 0 0 1 1 1 10 9 19
8:30 to 8:45 1 1 0 4 1 5 8 13 21
8:45 to 9:00 3 2 0 5 3 7 7 16 23
4:00 to 4:15 5 2 0 8 5 10 - - -
4:15 to 4:30 3 2 2 2 5 4 - - -
4:30 to 4:45 6 1 1 3 7 4 - - -
4:45 to 5:00 8 1 1 1 9 2 26 20 46
5:00 to 5:15 8 9 1 2 9 11 30 21 51
5:15 to 5:30 8 3 2 2 10 5 35 22 57
5:30 to 5:45 6 5 0 2 6 7 34 25 59
5:45 to 6:00 7 3 2 4 9 7 34 30 64 *
Total 70 35 9 47 79 82
* = Peak hour volumes, based on the highest 4 consecutive 15-minute periods.

TABLE 2
SUMMARY OF CENTRAL TRANSPORT SURVEYS
WEDNESDAY JUNE 29, 2022
S Riverside Ave &
2765 S Riverside Ave
Dwy
2765 S Riverside Ave
& Industrial Dr Dwy Combined
Total
AM Peak
PM Peak
Time
Driveway
Hourly Sum
Santa Ana Avenue Truck Terminal
Traffic Scoping Agreement APPENDIX A
Kimley-Horn and Associates, Inc.

August 2022
APPENDIX B

TRAFFIC COUNT DATA

WORKSHEETS

National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 WB Ramps City: Rialto Project ID: 18-06047-001
Control: Signalized Date:

NS/EW Streets:
2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 36 194 0 5 0 241 145 0 0 0 0 0 111 2 95 0 829
7:15 AM 37 185 0 3 0 253 146 0 0 0 0 0 106 1 89 0 820
7:30 AM 30 211 0 2 0 270 141 0 0 0 0 0 90 1 88 0 833
7:45 AM 45 230 0 3 0 233 86 0 0 0 0 0 113 1 78 0 789
8:00 AM 35 176 0 0 0 248 123 0 0 0 0 0 94 0 64 0 740
8:15 AM 37 163 0 3 0 238 119 0 0 0 0 0 87 3 86 0 736
8:30 AM 48 184 0 2 0 225 114 0 0 0 0 0 81 0 96 0 750
8:45 AM 45 201 0 0 0 199 102 0 0 0 0 0 71 0 80 0 698

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 313 1544 0 18 0 1907 976 0 0 0 0 0 753 8 676 0 6195 APPROACH %'s : 16.69% 82.35% 0.00% 0.96% 0.00% 66.15% 33.85% 0.00% 52.40% 0.56% 47.04% 0.00% PEAK HR : 07:00 AM 37 37 44 07:30 AM TOTAL
PEAK HR VOL : 148 820 0 13 0 997 518 0 0 0 0 0 420 5 350 0 3271 PEAK HR FACTOR : 0.822 0.891 0.000 0.650 0.000 0.923 0.887 0.000 0.000 0.000 0.000 0.000 0.929 0.625 0.921 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 58 356 0 0 0 266 102 0 0 0 0 0 93 1 127 0 1003
4:15 PM 51 343 0 1 0 252 104 0 0 0 0 0 90 0 118 0 959
4:30 PM 61 356 0 0 0 294 97 0 0 0 0 0 95 0 144 0 1047
4:45 PM 61 357 0 0 0 263 89 0 0 0 0 0 99 0 112 0 981
5:00 PM 60 374 0 0 0 301 92 0 0 0 0 0 114 0 109 0 1050
5:15 PM 59 385 0 0 0 261 96 0 0 0 0 0 116 2 143 0 1062
5:30 PM 49 368 0 0 0 266 105 0 0 0 0 0 121 1 119 0 1029 5:45 PM 52 361 0 0 0 244 84 0 0 0 0 0 113 0 98 0 952

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 451 2900 0 1 0 2147 769 0 0 0 0 0 841 4 970 0 8083 APPROACH %'s : 13.45% 86.52% 0.00% 0.03% 0.00% 73.63% 26.37% 0.00% 46.34% 0.22% 53.44% 0.00% PEAK HR : 04:30 PM 291 289 296 05:15 PM TOTAL
PEAK HR VOL : 241 1472 0 0 0 1119 374 0 0 0 0 0 424 2 508 0 4140 PEAK HR FACTOR : 0.988 0.956 0.000 0.000 0.000 0.929 0.964 0.000 0.000 0.000 0.000 0.000 0.914 0.250 0.882 0.000

EASTBOUND
4/12/2018
I-10 WB Ramps

NORTHBOUND
I-10 WB Ramps

0.931

WESTBOUND
S Riverside Ave S Riverside Ave

0.922

EASTBOUND
PM
AM
07:00 AM - 08:00 AM

NORTHBOUND

0.882 0.982
Total

0.975

WESTBOUND

0.895

SOUTHBOUND

0.965 0.950
04:30 PM - 05:30 PM

SOUTHBOUND
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 WB Ramps City: Rialto Project ID: 18-06047-001
Control: Signalized Date:

NS/EW Streets:
2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 12 181 0 5 0 232 141 0 0 0 0 0 90 2 94 0 757
7:15 AM 9 168 0 3 0 245 146 0 0 0 0 0 88 1 87 0 747
7:30 AM 15 199 0 2 0 268 136 0 0 0 0 0 75 1 84 0 780
7:45 AM 19 221 0 3 0 227 84 0 0 0 0 0 97 1 72 0 724
8:00 AM 17 165 0 0 0 240 122 0 0 0 0 0 70 0 62 0 676
8:15 AM 11 145 0 3 0 225 113 0 0 0 0 0 46 3 81 0 627
8:30 AM 14 169 0 2 0 212 110 0 0 0 0 0 55 0 91 0 653
8:45 AM 19 184 0 0 0 179 97 0 0 0 0 0 57 0 80 0 616

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 116 1432 0 18 0 1828 949 0 0 0 0 0 578 8 651 0 5580 APPROACH %'s : 7.41% 91.44% 0.00% 1.15% 0.00% 65.83% 34.17% 0.00% 46.73% 0.65% 52.63% 0.00% PEAK HR : 07:00 AM 37 37 44 TOTAL
PEAK HR VOL : 55 769 0 13 0 972 507 0 0 0 0 0 350 5 337 0 3008 PEAK HR FACTOR : 0.72 0.870 0.000 0.650 0.000 0.907 0.868 0.000 0.000 0.000 0.000 0.000 0.902 0.625 0.896 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 41 348 0 0 0 255 100 0 0 0 0 0 74 0 124 0 942
4:15 PM 38 332 0 0 0 240 101 0 0 0 0 0 61 0 114 0 886
4:30 PM 46 345 0 0 0 289 94 0 0 0 0 0 67 0 140 0 981
4:45 PM 48 346 0 0 0 256 85 0 0 0 0 0 79 0 108 0 922
5:00 PM 46 365 0 0 0 292 90 0 0 0 0 0 94 0 109 0 996
5:15 PM 49 375 0 0 0 254 94 0 0 0 0 0 105 2 140 0 1019
5:30 PM 39 363 0 0 0 258 101 0 0 0 0 0 101 1 115 0 978
5:45 PM 39 356 0 0 0 240 84 0 0 0 0 0 80 0 95 0 894

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 346 2830 0 0 0 2084 749 0 0 0 0 0 661 3 945 0 7618 APPROACH %'s : 10.89% 89.11% 0.00% 0.00% 0.00% 73.56% 26.44% 0.00% 41.08% 0.19% 58.73% 0.00% PEAK HR : 04:30 PM 291 289 296 TOTAL
PEAK HR VOL : 189 1431 0 0 0 1091 363 0 0 0 0 0 345 2 497 0 3918 PEAK HR FACTOR : 0.96 0.954 0.000 0.000 0.000 0.934 0.965 0.000 0.000 0.000 0.000 0.000 0.821 0.250 0.888 0.000 4/12/2018
Cars
S Riverside Ave S Riverside Ave I-10 WB Ramps I-10 WB Ramps

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
07:00 AM - 08:00 AM

0.9640.861 0.915 0.930

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.9610.955 0.949 0.854
04:30 PM - 05:30 PM
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 WB Ramps City: Rialto Project ID: 18-06047-001
Control: Signalized Date:

NS/EW Streets:
2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 6 4 0 0 0 7 1 0 0 0 0 0 5 0 1 0 24
7:15 AM 5 8 0 0 0 5 0 0 0 0 0 0 9 0 2 0 29
7:30 AM 4 6 0 0 0 1 3 0 0 0 0 0 4 0 3 0 21
7:45 AM 3 5 0 0 0 5 1 0 0 0 0 0 1 0 5 0 20
8:00 AM 2 4 0 0 0 3 0 0 0 0 0 0 2 0 2 0 13
8:15 AM 4 8 0 0 0 10 1 0 0 0 0 0 4 0 4 0 31
8:30 AM 7 3 0 0 0 11 1 0 0 0 0 0 3 0 4 0 29
8:45 AM 6 9 0 0 0 12 3 0 0 0 0 0 2 0 0 0 32

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 37 47 0 0 0 54 10 0 0 0 0 0 30 0 21 0 199 APPROACH %'s : 44.05% 55.95% 0.00% 0.00% 0.00% 84.38% 15.63% 0.00% 58.82% 0.00% 41.18% 0.00% PEAK HR : 07:00 AM 37 37 44 TOTAL
PEAK HR VOL : 18 23 0 0 0 18 5 0 0 0 0 0 19 0 11 0 94
PEAK HR FACTOR : 0.750 0.719 0.000 0.000 0.000 0.643 0.417 0.000 0.000 0.000 0.000 0.000 0.528 0.000 0.550 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 3 0 0 0 6 0 0 0 0 0 0 3 1 2 0 17
4:15 PM 0 1 0 0 0 9 3 0 0 0 0 0 5 0 2 0 20
4:30 PM 3 7 0 0 0 1 0 0 0 0 0 0 4 0 3 0 18
4:45 PM 2 6 0 0 0 4 0 0 0 0 0 0 4 0 3 0 19
5:00 PM 0 4 0 0 0 4 0 0 0 0 0 0 4 0 0 0 12
5:15 PM 1 8 0 0 0 1 2 0 0 0 0 0 2 0 1 0 15
5:30 PM 0 1 0 0 0 2 1 0 0 0 0 0 3 0 2 0 9
5:45 PM 1 2 0 0 0 3 0 0 0 0 0 0 4 0 1 0 11

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 32 0 0 0 30 6 0 0 0 0 0 29 1 14 0 121 APPROACH %'s : 21.95% 78.05% 0.00% 0.00% 0.00% 83.33% 16.67% 0.00% 65.91% 2.27% 31.82% 0.00% PEAK HR : 04:30 PM 291 289 296 TOTAL
PEAK HR VOL : 6 25 0 0 0 10 2 0 0 0 0 0 14 0 7 0 64
PEAK HR FACTOR : 0.50 0.781 0.000 0.000 0.000 0.625 0.250 0.000 0.000 0.000 0.000 0.000 0.875 0.000 0.583 0.000 4/12/2018
04:30 PM - 05:30 PM

0.8420.775 0.750 0.750
07:00 AM - 08:00 AM

0.8100.788

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.719 0.682

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
2axle
S Riverside Ave S Riverside Ave I-10 WB Ramps I-10 WB Ramps National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 WB Ramps City: Rialto Project ID: 18-06047-001
Control: Signalized Date:

NS/EW Streets:
2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 4 1 0 0 0 0 0 0 0 0 0 0 4 0 0 0 9
7:15 AM 6 1 0 0 0 1 0 0 0 0 0 0 1 0 0 0 9
7:30 AM 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5
7:45 AM 2 2 0 0 0 1 0 0 0 0 0 0 2 0 0 0 7
8:00 AM 4 3 0 0 0 3 0 0 0 0 0 0 4 0 0 0 14
8:15 AM 5 4 0 0 0 1 0 0 0 0 0 0 4 0 0 0 14
8:30 AM 4 3 0 0 0 1 1 0 0 0 0 0 3 0 0 0 12
8:45 AM 4 3 0 0 0 3 0 0 0 0 0 0 3 0 0 0 13

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 34 17 0 0 0 10 1 0 0 0 0 0 21 0 0 0 83
APPROACH %'s : 66.67% 33.33% 0.00% 0.00% 0.00% 90.91% 9.09% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 07:00 AM 37 37 44 TOTAL
PEAK HR VOL : 17 4 0 0 0 2 0 0 0 0 0 0 7 0 0 0 30
PEAK HR FACTOR : 0.708 0.500 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.438 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 5 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 8
4:15 PM 4 6 0 1 0 2 0 0 0 0 0 0 4 0 0 0 17
4:30 PM 3 1 0 0 0 1 2 0 0 0 0 0 2 0 1 0 10
4:45 PM 1 2 0 0 0 1 2 0 0 0 0 0 4 0 0 0 10
5:00 PM 3 2 0 0 0 2 1 0 0 0 0 0 1 0 0 0 9
5:15 PM 2 1 0 0 0 4 0 0 0 0 0 0 2 0 0 0 9
5:30 PM 2 1 0 0 0 1 2 0 0 0 0 0 0 0 0 0 6
5:45 PM 3 2 0 0 0 1 0 0 0 0 0 0 9 0 1 0 16

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 23 15 0 1 0 12 8 0 0 0 0 0 24 0 2 0 85
APPROACH %'s : 58.97% 38.46% 0.00% 2.56% 0.00% 60.00% 40.00% 0.00% 92.31% 0.00% 7.69% 0.00% PEAK HR : 04:30 PM 291 289 296 TOTAL
PEAK HR VOL : 9 6 0 0 0 8 5 0 0 0 0 0 9 0 1 0 38
PEAK HR FACTOR : 0.75 0.750 0.000 0.000 0.000 0.500 0.625 0.000 0.000 0.000 0.000 0.000 0.563 0.000 0.250 0.000 4/12/2018
04:30 PM - 05:30 PM

0.9500.750 0.813 0.625
07:00 AM - 08:00 AM

0.8330.750

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.500 0.438

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
3axle
S Riverside Ave S Riverside Ave I-10 WB Ramps I-10 WB Ramps National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 WB Ramps City: Rialto Project ID: 18-06047-001
Control: Signalized Date:

NS/EW Streets:
2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 14 8 0 0 0 2 3 0 0 0 0 0 12 0 0 0 39
7:15 AM 17 8 0 0 0 2 0 0 0 0 0 0 8 0 0 0 35
7:30 AM 6 6 0 0 0 1 2 0 0 0 0 0 11 0 1 0 27
7:45 AM 21 2 0 0 0 0 1 0 0 0 0 0 13 0 1 0 38
8:00 AM 12 4 0 0 0 2 1 0 0 0 0 0 18 0 0 0 37
8:15 AM 17 6 0 0 0 2 5 0 0 0 0 0 33 0 1 0 64
8:30 AM 23 9 0 0 0 1 2 0 0 0 0 0 20 0 1 0 56
8:45 AM 16 5 0 0 0 5 2 0 0 0 0 0 9 0 0 0 37

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 126 48 0 0 0 15 16 0 0 0 0 0 124 0 4 0 333 APPROACH %'s : 72.41% 27.59% 0.00% 0.00% 0.00% 48.39% 51.61% 0.00% 96.88% 0.00% 3.13% 0.00% PEAK HR : 07:00 AM 37 37 44 TOTAL
PEAK HR VOL : 58 24 0 0 0 5 6 0 0 0 0 0 44 0 2 0 139
PEAK HR FACTOR : 0.690 0.750 0.000 0.000 0.000 0.625 0.500 0.000 0.000 0.000 0.000 0.000 0.846 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 3 0 0 0 4 1 0 0 0 0 0 1.3 0.3 1.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 10 5 0 0 0 5 1 0 0 0 0 0 14 0 1 0 36
4:15 PM 9 4 0 0 0 1 0 0 0 0 0 0 20 0 2 0 36
4:30 PM 9 3 0 0 0 3 1 0 0 0 0 0 22 0 0 0 38
4:45 PM 10 3 0 0 0 2 2 0 0 0 0 0 12 0 1 0 30
5:00 PM 11 3 0 0 0 3 1 0 0 0 0 0 15 0 0 0 33
5:15 PM 7 1 0 0 0 2 0 0 0 0 0 0 7 0 2 0 19
5:30 PM 8 3 0 0 0 5 1 0 0 0 0 0 17 0 2 0 36
5:45 PM 9 1 0 0 0 0 0 0 0 0 0 0 20 0 1 0 31

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 73 23 0 0 0 21 6 0 0 0 0 0 127 0 9 0 259 APPROACH %'s : 76.04% 23.96% 0.00% 0.00% 0.00% 77.78% 22.22% 0.00% 93.38% 0.00% 6.62% 0.00% PEAK HR : 04:30 PM 291 289 296 TOTAL
PEAK HR VOL : 37 10 0 0 0 10 4 0 0 0 0 0 56 0 3 0 120
PEAK HR FACTOR : 0.84 0.833 0.000 0.000 0.000 0.833 0.500 0.000 0.000 0.000 0.000 0.000 0.636 0.000 0.375 0.000 4/12/2018
04:30 PM - 05:30 PM

0.7890.839 0.875 0.670
07:00 AM - 08:00 AM

0.8910.820

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.550 0.821

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
4axle
S Riverside Ave S Riverside Ave I-10 WB Ramps I-10 WB Ramps National Data & Surveying Services
Intersection Turning Movement Count
ID: 18-06047-001 Day:

City: Rialto Date:

AM 518 997 0 0 AM
NOON 0 0 0 0 NOON
PM 374 1119 0 0 PM

AM NOON PM PM NOON AM
1 4 0 0 1.3 508 0 350

0.3 2 0 5
0 0 0 0 1.3 424 0 420
0 0 0 0 TEV 3271 0 4140 0 0 0 0
0 0 0 0 PHF 0.98 0.97
0 0 0 0 0 2 3 0

AM NOON PM PM NOON AM
PM 0 241 1472 0 PM
NOON 0 0 0 0 NOON
AM 13 148 820 0 AM
I-10WBRamps
07:00 AM - 09:00 AM
NONE
671 0 617
S Riverside Ave
1430
0 S Riverside Ave

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
0 0

PEAK HOURS
Cars (AM)
NONE
04:30 PM - 05:30 PM
1170
1980
0 Signalized
I-10 WB Ramps

EASTBOUND
Peak Hour Turning Movement Count
1543
Cars (PM) 2axle (PM)
S Riverside Ave & I-10 WB Ramps
Thursday
04/12/2018

CONTROL

WESTBOUND
07:00 AM - 08:00 AM
Cars (NOON)
Pedestrians (Crosswalks)
2axle (NOON)
0 COUNTPERIODS
2axle (AM)
NOONAM PM0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
19 0
11 0
0 0
5 18
0 18
23 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
350
5 337
0 0
0 507
972
0 55
769
0 N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
345
2 497
0 0
0 363
1091
0 189
1431
0 14
0 7
0 0
0 2
10 0
6 25
0 NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM

National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 EB Ramps City: Rialto Project ID: 18-06047-002
Control: Signalized Date:

NS/EW Streets:
0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 169 75 1 75 261 0 2 64 2 61 0 0 0 0 0 710
7:15 AM 0 156 51 0 106 271 0 0 72 4 70 0 0 0 0 0 730
7:30 AM 0 154 71 0 103 251 0 0 88 0 90 0 0 0 0 0 757
7:45 AM 0 188 71 0 89 263 0 0 88 1 102 0 0 0 0 0 802
8:00 AM 0 153 71 0 97 260 0 0 65 0 61 0 0 0 0 0 707
8:15 AM 0 141 80 0 94 240 0 0 73 0 79 0 0 0 0 0 707
8:30 AM 0 142 63 0 115 199 0 1 84 1 67 0 0 0 0 0 672
8:45 AM 0 181 112 0 85 187 0 0 78 1 61 0 0 0 0 0 705

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1284 594 1 764 1932 0 3 612 9 591 0 0 0 0 0 5790 APPROACH %'s : 0.00% 68.33% 31.61% 0.05% 28.31% 71.58% 0.00% 0.11% 50.50% 0.74% 48.76% 0.00% PEAK HR : 07:00 AM 37 37 44 07:45 AM TOTAL
PEAK HR VOL : 0 667 268 1 373 1046 0 2 312 7 323 0 0 0 0 0 2999 PEAK HR FACTOR : 0.000 0.887 0.893 0.250 0.880 0.965 0.000 0.250 0.886 0.438 0.792 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 259 115 0 123 236 0 0 159 0 69 0 0 0 0 0 961
4:15 PM 0 255 141 0 118 218 0 0 140 0 73 0 0 0 0 0 945
4:30 PM 0 300 124 0 140 259 0 0 122 0 50 0 0 0 0 0 995
4:45 PM 0 289 116 0 103 266 0 0 126 1 50 0 0 0 0 0 951
5:00 PM 0 285 129 0 124 293 0 0 152 0 65 0 0 0 0 0 1048 5:15 PM 0 316 125 0 100 274 0 0 140 0 96 0 0 0 0 0 1051 5:30 PM 0 290 106 0 97 290 0 0 126 0 81 0 0 0 0 0 990
5:45 PM 0 279 131 0 115 265 0 1 146 0 64 0 0 0 0 0 1001

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2273 987 0 920 2101 0 1 1111 1 548 0 0 0 0 0 7942 APPROACH %'s : 0.00% 69.72% 30.28% 0.00% 30.44% 69.52% 0.00% 0.03% 66.93% 0.06% 33.01% 0.00% PEAK HR : 05:00 PM 293 289 296 05:15 PM TOTAL
PEAK HR VOL : 0 1170 491 0 436 1122 0 1 564 0 306 0 0 0 0 0 4090 PEAK HR FACTOR : 0.000 0.926 0.937 0.000 0.879 0.957 0.000 0.250 0.928 0.000 0.797 0.000 0.000 0.000 0.000 0.000

EASTBOUND
4/12/2018
I-10 EB Ramps

NORTHBOUND
I-10 EB Ramps

WESTBOUND
S Riverside Ave S Riverside Ave

0.942 0.840

EASTBOUND
PM
AM
07:00 AM - 08:00 AM

NORTHBOUND

0.903 0.935
Total

0.9730.922

WESTBOUND

SOUTHBOUND

0.942 0.935
05:00 PM - 06:00 PM

SOUTHBOUND
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 EB Ramps City: Rialto Project ID: 18-06047-002
Control: Signalized Date:

NS/EW Streets:
0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 129 57 1 71 236 0 2 62 1 45 0 0 0 0 0 604
7:15 AM 0 120 35 0 102 249 0 0 66 3 56 0 0 0 0 0 631
7:30 AM 0 132 53 0 103 236 0 0 85 0 64 0 0 0 0 0 673
7:45 AM 0 153 50 0 86 242 0 0 86 1 81 0 0 0 0 0 699
8:00 AM 0 127 48 0 95 228 0 0 62 0 44 0 0 0 0 0 604
8:15 AM 0 104 50 0 85 196 0 0 63 0 58 0 0 0 0 0 556
8:30 AM 0 101 37 0 108 168 0 1 81 0 40 0 0 0 0 0 536
8:45 AM 0 141 66 0 80 158 0 0 71 1 31 0 0 0 0 0 548

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1007 396 1 730 1713 0 3 576 6 419 0 0 0 0 0 4851 APPROACH %'s : 0.00% 71.72% 28.21% 0.07% 29.84% 70.03% 0.00% 0.12% 57.54% 0.60% 41.86% 0.00% PEAK HR : 07:00 AM 37 37 44 TOTAL
PEAK HR VOL : 0 534 195 1 362 963 0 2 299 5 246 0 0 0 0 0 2607 PEAK HR FACTOR : 0.00 0.873 0.855 0.250 0.879 0.967 0.000 0.250 0.869 0.417 0.759 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 239 97 0 120 208 0 0 157 0 53 0 0 0 0 0 874
4:15 PM 0 235 122 0 117 179 0 0 134 0 52 0 0 0 0 0 839
4:30 PM 0 281 103 0 139 228 0 0 114 0 31 0 0 0 0 0 896
4:45 PM 0 261 97 0 101 242 0 0 125 1 41 0 0 0 0 0 868
5:00 PM 0 270 110 0 122 268 0 0 149 0 44 0 0 0 0 0 963
5:15 PM 0 293 112 0 99 257 0 0 140 0 82 0 0 0 0 0 983
5:30 PM 0 279 93 0 96 261 0 0 124 0 64 0 0 0 0 0 917
5:45 PM 0 261 112 0 114 229 0 1 145 0 41 0 0 0 0 0 903

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2119 846 0 908 1872 0 1 1088 1 408 0 0 0 0 0 7243 APPROACH %'s : 0.00% 71.47% 28.53% 0.00% 32.65% 67.31% 0.00% 0.04% 72.68% 0.07% 27.25% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 0 1103 427 0 431 1015 0 1 558 0 231 0 0 0 0 0 3766 PEAK HR FACTOR : 0.00 0.941 0.953 0.000 0.883 0.947 0.000 0.250 0.936 0.000 0.704 0.000 0.000 0.000 0.000 0.000 4/12/2018
Cars
S Riverside Ave S Riverside Ave I-10 EB Ramps I-10 EB Ramps

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
07:00 AM - 08:00 AM

0.9320.899 0.945 0.818

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.9580.944 0.928 0.889
05:00 PM - 06:00 PM
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 EB Ramps City: Rialto Project ID: 18-06047-002
Control: Signalized Date:

NS/EW Streets:
0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 14 2 0 3 8 0 0 1 1 1 0 0 0 0 0 30
7:15 AM 0 4 3 0 2 11 0 0 6 1 2 0 0 0 0 0 29
7:30 AM 0 8 5 0 0 4 0 0 2 0 2 0 0 0 0 0 21
7:45 AM 0 8 2 0 3 4 0 0 0 0 6 0 0 0 0 0 23
8:00 AM 0 6 4 0 1 6 0 0 1 0 5 0 0 0 0 0 23
8:15 AM 0 7 5 0 6 8 0 0 6 0 2 0 0 0 0 0 34
8:30 AM 0 8 6 0 6 7 0 0 1 1 3 0 0 0 0 0 32
8:45 AM 0 10 24 0 4 10 0 0 4 0 3 0 0 0 0 0 55

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 65 51 0 25 58 0 0 21 3 24 0 0 0 0 0 247 APPROACH %'s : 0.00% 56.03% 43.97% 0.00% 30.12% 69.88% 0.00% 0.00% 43.75% 6.25% 50.00% 0.00% PEAK HR : 07:00 AM 37 37 44 TOTAL
PEAK HR VOL : 0 34 12 0 8 27 0 0 9 2 11 0 0 0 0 0 103
PEAK HR FACTOR : 0.000 0.607 0.600 0.000 0.667 0.614 0.000 0.000 0.375 0.500 0.458 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 6 4 0 1 8 0 0 0 0 4 0 0 0 0 0 23
4:15 PM 0 1 2 0 1 12 0 0 0 0 4 0 0 0 0 0 20
4:30 PM 0 7 0 0 0 4 0 0 4 0 3 0 0 0 0 0 18
4:45 PM 0 9 2 0 1 8 0 0 0 0 0 0 0 0 0 0 20
5:00 PM 0 1 0 0 1 7 0 0 1 0 2 0 0 0 0 0 12
5:15 PM 0 6 4 0 0 3 0 0 0 0 1 0 0 0 0 0 14
5:30 PM 0 2 2 0 0 6 0 0 1 0 1 0 0 0 0 0 12
5:45 PM 0 4 3 0 1 5 0 0 0 0 3 0 0 0 0 0 16

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 36 17 0 5 53 0 0 6 0 18 0 0 0 0 0 135 APPROACH %'s : 0.00% 67.92% 32.08% 0.00% 8.62% 91.38% 0.00% 0.00% 25.00% 0.00% 75.00% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 0 13 9 0 2 21 0 0 2 0 7 0 0 0 0 0 54
PEAK HR FACTOR : 0.00 0.542 0.563 0.000 0.500 0.750 0.000 0.000 0.500 0.000 0.583 0.000 0.000 0.000 0.000 0.000 4/12/2018
05:00 PM - 06:00 PM

0.8440.550 0.719 0.750
07:00 AM - 08:00 AM

0.8580.719

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.673 0.611

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
2axle
S Riverside Ave S Riverside Ave I-10 EB Ramps I-10 EB Ramps National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 EB Ramps City: Rialto Project ID: 18-06047-002
Control: Signalized Date:

NS/EW Streets:
0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 4 1 0 0 6 0 0 1 0 3 0 0 0 0 0 15
7:15 AM 0 8 2 0 1 1 0 0 0 0 3 0 0 0 0 0 15
7:30 AM 0 4 2 0 0 0 0 0 0 0 2 0 0 0 0 0 8
7:45 AM 0 4 5 0 0 3 0 0 1 0 2 0 0 0 0 0 15
8:00 AM 0 7 2 0 0 6 0 0 1 0 3 0 0 0 0 0 19
8:15 AM 0 6 4 0 1 3 0 0 1 0 2 0 0 0 0 0 17
8:30 AM 0 7 0 0 0 4 0 0 1 0 3 0 0 0 0 0 15
8:45 AM 0 6 4 0 1 5 0 0 1 0 4 0 0 0 0 0 21

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 46 20 0 3 28 0 0 6 0 22 0 0 0 0 0 125 APPROACH %'s : 0.00% 69.70% 30.30% 0.00% 9.68% 90.32% 0.00% 0.00% 21.43% 0.00% 78.57% 0.00% PEAK HR : 07:00 AM 37 37 44 TOTAL
PEAK HR VOL : 0 20 10 0 1 10 0 0 2 0 10 0 0 0 0 0 53
PEAK HR FACTOR : 0.000 0.625 0.500 0.000 0.250 0.417 0.000 0.000 0.500 0.000 0.833 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 4 2 0 0 2 0 0 0 0 4 0 0 0 0 0 12
4:15 PM 0 6 3 0 0 7 0 0 3 0 6 0 0 0 0 0 25
4:30 PM 0 4 2 0 0 4 0 0 0 0 6 0 0 0 0 0 16
4:45 PM 0 4 1 0 0 3 0 0 0 0 0 0 0 0 0 0 8
5:00 PM 0 4 3 0 0 3 0 0 1 0 5 0 0 0 0 0 16
5:15 PM 0 5 1 0 0 6 0 0 0 0 2 0 0 0 0 0 14
5:30 PM 0 3 3 0 0 1 0 0 0 0 6 0 0 0 0 0 13
5:45 PM 0 3 3 0 0 10 0 0 1 0 5 0 0 0 0 0 22

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 33 18 0 0 36 0 0 5 0 34 0 0 0 0 0 126 APPROACH %'s : 0.00% 64.71% 35.29% 0.00% 0.00% 100.00% 0.00% 0.00% 12.82% 0.00% 87.18% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 0 15 10 0 0 20 0 0 2 0 18 0 0 0 0 0 65
PEAK HR FACTOR : 0.00 0.750 0.833 0.000 0.000 0.500 0.000 0.000 0.500 0.000 0.750 0.000 0.000 0.000 0.000 0.000 4/12/2018
05:00 PM - 06:00 PM

0.7390.893 0.500 0.833
07:00 AM - 08:00 AM

0.8830.750

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.458 0.750

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
3axle
S Riverside Ave S Riverside Ave I-10 EB Ramps I-10 EB Ramps National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & I-10 EB Ramps City: Rialto Project ID: 18-06047-002
Control: Signalized Date:

NS/EW Streets:
0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 22 15 0 1 11 0 0 0 0 12 0 0 0 0 0 61
7:15 AM 0 24 11 0 1 10 0 0 0 0 9 0 0 0 0 0 55
7:30 AM 0 10 11 0 0 11 0 0 1 0 22 0 0 0 0 0 55
7:45 AM 0 23 14 0 0 14 0 0 1 0 13 0 0 0 0 0 65
8:00 AM 0 13 17 0 1 20 0 0 1 0 9 0 0 0 0 0 61
8:15 AM 0 24 21 0 2 33 0 0 3 0 17 0 0 0 0 0 100
8:30 AM 0 26 20 0 1 20 0 0 1 0 21 0 0 0 0 0 89
8:45 AM 0 24 18 0 0 14 0 0 2 0 23 0 0 0 0 0 81

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 166 127 0 6 133 0 0 9 0 126 0 0 0 0 0 567 APPROACH %'s : 0.00% 56.66% 43.34% 0.00% 4.32% 95.68% 0.00% 0.00% 6.67% 0.00% 93.33% 0.00% PEAK HR : 07:00 AM 37 37 44 TOTAL
PEAK HR VOL : 0 79 51 0 2 46 0 0 2 0 56 0 0 0 0 0 236
PEAK HR FACTOR : 0.000 0.823 0.850 0.000 0.500 0.821 0.000 0.000 0.500 0.000 0.636 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2.5 0.5 0 2 2 0 0 1.3 0.3 1.3 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 10 12 0 2 18 0 0 2 0 8 0 0 0 0 0 52
4:15 PM 0 13 14 0 0 20 0 0 3 0 11 0 0 0 0 0 61
4:30 PM 0 8 19 0 1 23 0 0 4 0 10 0 0 0 0 0 65
4:45 PM 0 15 16 0 1 13 0 0 1 0 9 0 0 0 0 0 55
5:00 PM 0 10 16 0 1 15 0 0 1 0 14 0 0 0 0 0 57
5:15 PM 0 12 8 0 1 8 0 0 0 0 11 0 0 0 0 0 40
5:30 PM 0 6 8 0 1 22 0 0 1 0 10 0 0 0 0 0 48
5:45 PM 0 11 13 0 0 21 0 0 0 0 15 0 0 0 0 0 60

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 85 106 0 7 140 0 0 12 0 88 0 0 0 0 0 438 APPROACH %'s : 0.00% 44.50% 55.50% 0.00% 4.76% 95.24% 0.00% 0.00% 12.00% 0.00% 88.00% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 0 39 45 0 3 66 0 0 2 0 50 0 0 0 0 0 205
PEAK HR FACTOR : 0.00 0.813 0.703 0.000 0.750 0.750 0.000 0.000 0.500 0.000 0.833 0.000 0.000 0.000 0.000 0.000 4/12/2018
05:00 PM - 06:00 PM

0.8540.808 0.750 0.867
07:00 AM - 08:00 AM

0.9080.878

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.857 0.630

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
4axle
S Riverside Ave S Riverside Ave I-10 EB Ramps I-10 EB Ramps National Data & Surveying Services
Intersection Turning Movement Count
ID: 18-06047-002 Day:

City: Rialto Date:

AM 0 1046 373 2 AM
NOON 0 0 0 0 NOON
PM 0 1122 436 1 PM

AM NOON PM PM NOON AM
0 2 2 0 0 0 0 0
0 0 0 0
0 0 0 0 0 0 0 0
312 0 564 1.3 TEV 2999 0 4090 0 0 0 0
7 0 0 0.3 PHF 0.93 0.97
323 0 306 1.3 0 0 2.5 0.5

AM NOON PM PM NOON AM
PM 0 0 1170 491 PM
NOON 0 0 0 0 NOON
AM 1 0 667 268 AM
I-10EBRamps
07:00 AM - 09:00 AM
NONE
0 0 0
S Riverside Ave
1370
0 S Riverside Ave

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
927
0 PEAK HOURS
Cars (AM)
NONE
05:00 PM - 06:00 PM
981
1735
0 Signalized
I-10 EB Ramps

EASTBOUND
Peak Hour Turning Movement Count
1428
Cars (PM) 2axle (PM)
S Riverside Ave & I-10 EB Ramps
Thursday
04/12/2018

CONTROL

WESTBOUND
07:00 AM - 08:00 AM
Cars (NOON)
Pedestrians (Crosswalks)
2axle (NOON)
648

COUNTPERIODS
2axle (AM)
NOONAM PM0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
0 0
0 11
2 9
0 27
8 0
34 12
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0 0
0 246
5 299
0 963
362
0 534
195
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0 0
0 231
0 558
0 1015
431
0 1103
427
0 0
0 7
0 2
0 21
2 0
13 9
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM

National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Slover Ave City: Bloomington Project ID: 18-06047-003
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 17 129 3 0 9 215 110 0 74 6 10 0 4 12 5 0 594
7:15 AM 17 145 7 0 10 246 88 0 47 2 3 0 5 2 5 0 577
7:30 AM 12 177 1 0 4 240 87 0 54 5 14 0 6 4 5 0 609
7:45 AM 15 191 4 1 4 254 90 0 51 5 13 0 4 3 6 0 641
8:00 AM 7 150 1 1 11 258 86 2 54 5 10 0 4 2 4 0 595
8:15 AM 8 161 2 3 16 243 48 0 48 8 11 0 4 4 6 0 562
8:30 AM 9 180 6 0 8 224 52 0 53 9 7 0 6 5 4 0 563
8:45 AM 9 213 3 1 5 196 40 0 48 13 10 0 5 7 3 0 553

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 94 1346 27 6 67 1876 601 2 429 53 78 0 38 39 38 0 4694 APPROACH %'s : 6.38% 91.38% 1.83% 0.41% 2.63% 73.68% 23.61% 0.08% 76.61% 9.46% 13.93% 0.00% 33.04% 33.91% 33.04% 0.00% PEAK HR : 07:15 AM 38 37 44 07:45 AM TOTAL
PEAK HR VOL : 51 663 13 2 29 998 351 2 206 17 40 0 19 11 20 0 2422 PEAK HR FACTOR : 0.750 0.868 0.464 0.500 0.659 0.967 0.975 0.250 0.954 0.850 0.714 0.000 0.792 0.688 0.833 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 6 273 2 1 5 219 66 0 109 46 28 0 10 2 25 0 792
4:15 PM 7 215 2 1 7 225 64 0 89 47 33 0 5 2 29 0 726
4:30 PM 2 290 4 0 8 239 79 0 84 32 36 0 4 4 25 0 807
4:45 PM 5 230 2 1 5 237 60 0 101 13 27 0 5 3 13 0 702
5:00 PM 2 302 1 3 3 313 44 0 86 38 31 0 2 7 9 0 841
5:15 PM 9 327 2 0 3 294 63 0 95 35 29 0 4 3 20 0 884
5:30 PM 7 261 6 3 2 301 58 0 106 11 25 0 4 1 10 0 795
5:45 PM 4 281 5 0 6 273 61 0 91 23 30 0 5 3 18 0 800

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 42 2179 24 9 39 2101 495 0 761 245 239 0 39 25 149 0 6347 APPROACH %'s : 1.86% 96.67% 1.06% 0.40% 1.48% 79.73% 18.79% 0.00% 61.12% 19.68% 19.20% 0.00% 18.31% 11.74% 69.95% 0.00% PEAK HR : 05:00 PM 293 289 296 05:15 PM TOTAL
PEAK HR VOL : 22 1171 14 6 14 1181 226 0 378 107 115 0 15 14 57 0 3320 PEAK HR FACTOR : 0.611 0.895 0.583 0.500 0.583 0.943 0.897 0.000 0.892 0.704 0.927 0.000 0.750 0.500 0.713 0.000

EASTBOUND
4/12/2018
Slover Ave

NORTHBOUND
Slover Ave

0.833

WESTBOUND
S Riverside Ave S Riverside Ave

0.966 0.901

EASTBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.864 0.945
Total

0.9390.943

WESTBOUND

0.796

SOUTHBOUND

0.897 0.984
05:00 PM - 06:00 PM

SOUTHBOUND
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Slover Ave City: Bloomington Project ID: 18-06047-003
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 11 97 2 0 7 181 105 0 69 5 6 0 3 10 4 0 500
7:15 AM 14 95 3 0 7 220 79 0 44 1 1 0 4 2 4 0 474
7:30 AM 10 141 0 0 3 209 79 0 45 5 8 0 4 3 2 0 509
7:45 AM 13 138 3 1 2 218 85 0 50 5 5 0 1 2 4 0 527
8:00 AM 4 113 0 1 6 222 78 2 45 4 6 0 2 1 0 0 484
8:15 AM 6 111 1 3 10 182 45 0 36 7 6 0 2 4 2 0 415
8:30 AM 7 114 3 0 5 178 44 0 39 7 6 0 4 1 1 0 409
8:45 AM 6 149 3 0 4 147 32 0 35 11 5 0 4 5 2 0 403

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 71 958 15 5 44 1557 547 2 363 45 43 0 24 28 19 0 3721 APPROACH %'s : 6.77% 91.33% 1.43% 0.48% 2.05% 72.42% 25.44% 0.09% 80.49% 9.98% 9.53% 0.00% 33.80% 39.44% 26.76% 0.00% PEAK HR : 07:15 AM 38 37 44 TOTAL
PEAK HR VOL : 41 487 6 2 18 869 321 2 184 15 20 0 11 8 10 0 1994 PEAK HR FACTOR : 0.73 0.863 0.500 0.500 0.643 0.979 0.944 0.250 0.920 0.750 0.625 0.000 0.688 0.667 0.625 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 4 232 0 1 3 185 56 0 103 44 21 0 6 1 23 0 679
4:15 PM 7 186 1 1 2 178 57 0 83 46 25 0 2 2 26 0 616
4:30 PM 1 257 2 0 5 208 63 0 76 28 24 0 2 2 23 0 691
4:45 PM 4 198 1 1 2 215 52 0 97 11 20 0 2 1 10 0 614
5:00 PM 2 277 1 3 0 279 38 0 79 37 25 0 0 1 7 0 749
5:15 PM 6 301 2 0 3 264 59 0 90 33 24 0 1 1 19 0 803
5:30 PM 6 240 4 3 1 261 52 0 102 10 23 0 2 1 8 0 713
5:45 PM 3 248 3 0 1 231 45 0 90 22 25 0 1 1 16 0 686

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 33 1939 14 9 17 1821 422 0 720 231 187 0 16 10 132 0 5551 APPROACH %'s : 1.65% 97.19% 0.70% 0.45% 0.75% 80.58% 18.67% 0.00% 63.27% 20.30% 16.43% 0.00% 10.13% 6.33% 83.54% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 17 1066 10 6 5 1035 194 0 361 102 97 0 4 4 50 0 2951 PEAK HR FACTOR : 0.71 0.885 0.625 0.500 0.417 0.927 0.822 0.000 0.885 0.689 0.970 0.000 0.500 1.000 0.658 0.000 4/12/2018
Cars
S Riverside Ave S Riverside Ave Slover Ave Slover Ave

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
07:15 AM - 08:15 AM

0.9460.865 0.982 0.913 0.725

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.9190.889 0.946 0.952 0.690
05:00 PM - 06:00 PM
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Slover Ave City: Bloomington Project ID: 18-06047-003
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 9 0 0 1 5 3 0 2 1 0 0 1 1 0 0 24
7:15 AM 2 10 0 0 1 9 3 0 1 1 1 0 0 0 0 0 28
7:30 AM 0 5 0 0 0 3 4 0 5 0 0 0 1 0 1 0 19
7:45 AM 0 12 1 0 1 10 1 0 0 0 2 0 1 0 1 0 29
8:00 AM 1 6 0 0 1 9 0 0 1 1 0 0 0 0 1 0 20
8:15 AM 1 7 0 0 1 9 2 0 6 1 4 0 0 0 2 0 33
8:30 AM 1 9 0 0 1 8 1 0 7 0 0 0 0 3 1 0 31
8:45 AM 1 24 0 1 1 12 0 0 9 2 1 0 0 2 0 0 53

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 7 82 1 1 7 65 14 0 31 6 8 0 3 6 6 0 237 APPROACH %'s : 7.69% 90.11% 1.10% 1.10% 8.14% 75.58% 16.28% 0.00% 68.89% 13.33% 17.78% 0.00% 20.00% 40.00% 40.00% 0.00% PEAK HR : 07:15 AM 38 37 44 TOTAL
PEAK HR VOL : 3 33 1 0 3 31 8 0 7 2 3 0 2 0 3 0 96
PEAK HR FACTOR : 0.375 0.688 0.250 0.000 0.750 0.775 0.500 0.000 0.350 0.500 0.375 0.000 0.500 0.000 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 6 1 0 1 11 4 0 3 0 0 0 0 0 1 0 27
4:15 PM 0 3 0 0 0 13 1 0 1 1 0 0 0 0 2 0 21
4:30 PM 0 8 0 0 0 3 3 0 2 4 4 0 0 0 0 0 24
4:45 PM 0 4 0 0 1 6 0 0 0 0 0 0 0 0 0 0 11
5:00 PM 0 2 0 0 1 6 1 0 3 1 1 0 0 2 0 0 17
5:15 PM 2 4 0 0 0 3 1 0 1 1 0 0 0 0 0 0 12
5:30 PM 0 4 0 0 0 9 1 0 1 0 1 0 0 0 0 0 16
5:45 PM 0 5 0 0 2 5 3 0 1 0 0 0 1 0 1 0 18

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 36 1 0 5 56 14 0 12 7 6 0 1 2 4 0 146 APPROACH %'s : 5.13% 92.31% 2.56% 0.00% 6.67% 74.67% 18.67% 0.00% 48.00% 28.00% 24.00% 0.00% 14.29% 28.57% 57.14% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 2 15 0 0 3 23 6 0 6 2 2 0 1 2 1 0 63
PEAK HR FACTOR : 0.25 0.750 0.000 0.000 0.375 0.639 0.500 0.000 0.500 0.500 0.500 0.000 0.250 0.250 0.250 0.000 4/12/2018
05:00 PM - 06:00 PM

0.8750.708 0.800 0.500 0.500
07:15 AM - 08:15 AM

0.8280.712

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.808 0.600 0.625

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
2axle
S Riverside Ave S Riverside Ave Slover Ave Slover Ave
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Slover Ave City: Bloomington Project ID: 18-06047-003
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 5 0 0 1 8 1 0 0 0 1 0 0 0 1 0 18
7:15 AM 1 7 0 0 0 3 0 0 2 0 0 0 0 0 0 0 13
7:30 AM 1 4 1 0 1 1 0 0 2 0 4 0 0 0 1 0 15
7:45 AM 0 6 0 0 1 4 0 0 0 0 3 0 1 1 1 0 17
8:00 AM 0 7 0 0 1 6 1 0 4 0 1 0 1 0 1 0 22
8:15 AM 0 8 0 0 0 5 0 0 1 0 1 0 0 0 1 0 16
8:30 AM 0 8 1 0 0 4 1 0 0 0 1 0 0 1 1 0 17
8:45 AM 0 8 0 0 0 6 3 0 1 0 0 0 0 0 0 0 18

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 53 2 0 4 37 6 0 10 0 11 0 2 2 6 0 136 APPROACH %'s : 5.17% 91.38% 3.45% 0.00% 8.51% 78.72% 12.77% 0.00% 47.62% 0.00% 52.38% 0.00% 20.00% 20.00% 60.00% 0.00% PEAK HR : 07:15 AM 38 37 44 TOTAL
PEAK HR VOL : 2 24 1 0 3 14 1 0 8 0 8 0 2 1 3 0 67
PEAK HR FACTOR : 0.500 0.857 0.250 0.000 0.750 0.583 0.250 0.000 0.500 0.000 0.500 0.000 0.500 0.250 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 8 0 0 1 2 2 0 1 2 2 0 1 0 1 0 21
4:15 PM 0 6 0 0 0 11 2 0 3 0 4 0 0 0 0 0 26
4:30 PM 1 8 1 0 3 5 3 0 0 0 3 0 0 1 2 0 27
4:45 PM 1 5 0 0 0 2 0 0 1 0 4 0 2 1 1 0 17
5:00 PM 0 3 0 0 0 6 1 0 2 0 1 0 1 0 0 0 14
5:15 PM 1 7 0 0 0 9 0 0 2 0 3 0 0 1 0 0 23
5:30 PM 0 4 1 0 0 6 0 0 1 0 0 0 1 0 0 0 13
5:45 PM 0 5 0 0 2 10 5 0 0 0 1 0 2 1 0 0 26

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 4 46 2 0 6 51 13 0 10 2 18 0 7 4 4 0 167 APPROACH %'s : 7.69% 88.46% 3.85% 0.00% 8.57% 72.86% 18.57% 0.00% 33.33% 6.67% 60.00% 0.00% 46.67% 26.67% 26.67% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 1 19 1 0 2 31 6 0 5 0 5 0 4 2 0 0 76
PEAK HR FACTOR : 0.25 0.679 0.250 0.000 0.250 0.775 0.300 0.000 0.625 0.000 0.417 0.000 0.500 0.500 0.000 0.000 4/12/2018
05:00 PM - 06:00 PM

0.7310.656 0.574 0.500 0.500
07:15 AM - 08:15 AM

0.7610.844

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.563 0.667 0.500

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
3axle
S Riverside Ave S Riverside Ave Slover Ave Slover Ave
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Slover Ave City: Bloomington Project ID: 18-06047-003
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 4 18 1 0 0 21 1 0 3 0 3 0 0 1 0 0 52
7:15 AM 0 33 4 0 2 14 6 0 0 0 1 0 1 0 1 0 62
7:30 AM 1 27 0 0 0 27 4 0 2 0 2 0 1 1 1 0 66
7:45 AM 2 35 0 0 0 22 4 0 1 0 3 0 1 0 0 0 68
8:00 AM 2 24 1 0 3 21 7 0 4 0 3 0 1 1 2 0 69
8:15 AM 1 35 1 0 5 47 1 0 5 0 0 0 2 0 1 0 98
8:30 AM 1 49 2 0 2 34 6 0 7 2 0 0 2 0 1 0 106
8:45 AM 2 32 0 0 0 31 5 0 3 0 4 0 1 0 1 0 79

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 13 253 9 0 12 217 34 0 25 2 16 0 9 3 7 0 600 APPROACH %'s : 4.73% 92.00% 3.27% 0.00% 4.56% 82.51% 12.93% 0.00% 58.14% 4.65% 37.21% 0.00% 47.37% 15.79% 36.84% 0.00% PEAK HR : 07:15 AM 38 37 44 TOTAL
PEAK HR VOL : 5 119 5 0 5 84 21 0 7 0 9 0 4 2 4 0 265
PEAK HR FACTOR : 0.625 0.850 0.313 0.000 0.417 0.778 0.750 0.000 0.438 0.000 0.750 0.000 1.000 0.500 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 27 1 0 0 21 4 0 2 0 5 0 3 1 0 0 65
4:15 PM 0 20 1 0 5 23 4 0 2 0 4 0 3 0 1 0 63
4:30 PM 0 17 1 0 0 23 10 0 6 0 5 0 2 1 0 0 65
4:45 PM 0 23 1 0 2 14 8 0 3 2 3 0 1 1 2 0 60
5:00 PM 0 20 0 0 2 22 4 0 2 0 4 0 1 4 2 0 61
5:15 PM 0 15 0 0 0 18 3 0 2 1 2 0 3 1 1 0 46
5:30 PM 1 13 1 0 1 25 5 0 2 1 1 0 1 0 2 0 53
5:45 PM 1 23 2 0 1 27 8 0 0 1 4 0 1 1 1 0 70

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 158 7 0 11 173 46 0 19 5 28 0 15 9 9 0 483 APPROACH %'s : 1.79% 94.05% 4.17% 0.00% 4.78% 75.22% 20.00% 0.00% 36.54% 9.62% 53.85% 0.00% 45.45% 27.27% 27.27% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 2 71 3 0 4 92 20 0 6 3 11 0 6 6 6 0 230
PEAK HR FACTOR : 0.50 0.772 0.375 0.000 0.500 0.852 0.625 0.000 0.750 0.750 0.688 0.000 0.500 0.375 0.750 0.000 4/12/2018
05:00 PM - 06:00 PM

0.8210.731 0.806 0.833 0.643
07:15 AM - 08:15 AM

0.9600.872

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.887 0.571 0.625

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
4axle
S Riverside Ave S Riverside Ave Slover Ave Slover Ave
National Data & Surveying Services
Intersection Turning Movement Count
ID: 18-06047-003 Day:

City: Bloomington Date:

AM 351 998 29 2 AM
NOON 0 0 0 0 NOON
PM 226 1181 14 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 57 0 20
2 14 0 11
0 0 0 0 1 15 0 19
206 0 378 1 TEV 2422 0 3320 0 0 0 0
17 0 107 2 PHF 0.94 0.94
40 0 115 0 0 1 2 0

AM NOON PM PM NOON AM
PM 6 22 1171 14 PM
NOON 0 0 0 0 NOON
AM 2 51 663 13 AM
SloverAve
07:00 AM - 09:00 AM
NONE
413 0 262
S Riverside Ave
1059
0 S Riverside Ave

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
135
0 PEAK HOURS
Cars (AM)
NONE
05:00 PM - 06:00 PM
891
1606
0 Signalized
Slover Ave

EASTBOUND
Peak Hour Turning Movement Count
1317
Cars (PM) 2axle (PM)
S Riverside Ave & Slover Ave
Thursday
04/12/2018

CONTROL

WESTBOUND
07:15 AM - 08:15 AM
Cars (NOON)
Pedestrians (Crosswalks)
2axle (NOON)
59 COUNTPERIODS
2axle (AM)
NOONAM PM0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
2 0
3 3
2 7
8 31
3 3
33 1
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
11 8
10 20
15 184
321
869
18 41
487
6 N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
4 4
50 97
102
361
194
1035
5 17
1066
10 1
2 1
2 2
6 6
23 3
2 15
0 NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM

National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Santa Ana Ave City: Bloomington Project ID: 18-06047-004
Control: Signalized Date:

NS/EW Streets:
0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 24 160 3 0 13 196 23 0 7 7 14 0 4 3 10 0 464
7:15 AM 15 146 4 1 8 217 31 0 10 8 11 0 4 5 7 0 467
7:30 AM 14 185 1 0 4 222 23 0 14 7 9 0 2 3 7 0 491
7:45 AM 21 178 7 0 11 234 25 0 17 4 13 0 5 6 9 0 530
8:00 AM 13 154 6 0 2 231 26 0 13 2 16 0 2 2 7 0 474
8:15 AM 8 149 11 0 17 225 21 0 19 1 10 0 7 1 4 0 473
8:30 AM 12 162 7 0 19 193 18 1 15 1 9 0 8 4 12 0 461
8:45 AM 9 202 8 0 23 182 15 0 25 5 13 0 9 1 8 0 500

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 116 1336 47 1 97 1700 182 1 120 35 95 0 41 25 64 0 3860 APPROACH %'s : 7.73% 89.07% 3.13% 0.07% 4.90% 85.86% 9.19% 0.05% 48.00% 14.00% 38.00% 0.00% 31.54% 19.23% 49.23% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 56 666 25 0 34 912 95 0 63 14 48 0 16 12 27 0 1968 PEAK HR FACTOR : 0.667 0.900 0.568 0.000 0.500 0.974 0.913 0.000 0.829 0.500 0.750 0.000 0.571 0.500 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 16 244 6 0 9 234 18 0 19 6 26 0 10 6 11 0 605
4:15 PM 19 220 5 0 12 248 10 0 16 3 19 0 5 2 17 0 576
4:30 PM 21 202 6 0 7 261 13 0 18 1 18 0 12 1 15 0 575
4:45 PM 9 224 9 0 7 238 19 1 11 1 12 0 5 2 9 0 547
5:00 PM 22 274 4 0 5 296 19 0 24 5 21 0 7 3 23 0 703
5:15 PM 15 271 1 0 9 340 15 0 24 2 25 0 9 2 12 0 725
5:30 PM 18 269 3 0 7 309 15 0 23 2 15 0 7 5 10 0 683
5:45 PM 15 235 1 0 9 277 19 0 16 1 12 0 3 4 7 0 599

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 135 1939 35 0 65 2203 128 1 151 21 148 0 58 25 104 0 5013 APPROACH %'s : 6.40% 91.94% 1.66% 0.00% 2.71% 91.91% 5.34% 0.04% 47.19% 6.56% 46.25% 0.00% 31.02% 13.37% 55.61% 0.00% PEAK HR : 05:00 PM 293 289 296 05:15 PM TOTAL
PEAK HR VOL : 70 1049 9 0 30 1222 68 0 87 10 73 0 26 14 52 0 2710 PEAK HR FACTOR : 0.795 0.957 0.563 0.000 0.833 0.899 0.895 0.000 0.906 0.500 0.730 0.000 0.722 0.700 0.565 0.000

0.928
Total

0.9340.833

WESTBOUND

0.697

SOUTHBOUND

0.940 0.907
05:00 PM - 06:00 PM

SOUTHBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.907

EASTBOUND
4/12/2018
Santa Ana Ave

NORTHBOUND
Santa Ana Ave

0.688

WESTBOUND
S Riverside Ave S Riverside Ave

0.964 0.919

EASTBOUND
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Santa Ana Ave City: Bloomington Project ID: 18-06047-004
Control: Signalized Date:

NS/EW Streets:
0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 23 125 1 0 8 166 19 0 4 1 13 0 0 0 2 0 362
7:15 AM 14 109 2 1 7 189 29 0 8 2 9 0 1 2 0 0 373
7:30 AM 10 152 0 0 0 193 22 0 13 0 8 0 1 0 1 0 400
7:45 AM 18 137 3 0 7 201 18 0 12 0 11 0 1 0 1 0 409
8:00 AM 10 117 4 0 0 200 24 0 9 2 11 0 0 0 1 0 378
8:15 AM 6 111 2 0 5 172 17 0 14 1 9 0 2 0 2 0 341
8:30 AM 10 111 2 0 6 160 15 1 11 1 7 0 0 4 4 0 332
8:45 AM 8 159 3 0 11 139 14 0 9 3 10 0 2 1 1 0 360

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 99 1021 17 1 44 1420 158 1 80 10 78 0 7 7 12 0 2955 APPROACH %'s : 8.70% 89.72% 1.49% 0.09% 2.71% 87.49% 9.74% 0.06% 47.62% 5.95% 46.43% 0.00% 26.92% 26.92% 46.15% 0.00% PEAK HR : 07:30 AM 39 37 44 TOTAL
PEAK HR VOL : 44 517 9 0 12 766 81 0 48 3 39 0 4 0 5 0 1528 PEAK HR FACTOR : 0.61 0.850 0.563 0.000 0.429 0.953 0.844 0.000 0.857 0.375 0.886 0.000 0.500 0.000 0.625 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 15 214 5 0 4 199 15 0 16 6 19 0 7 4 7 0 511
4:15 PM 17 195 3 0 8 203 10 0 16 3 17 0 5 2 16 0 495
4:30 PM 19 182 5 0 5 220 10 0 15 1 17 0 9 1 13 0 497
4:45 PM 6 198 4 0 5 207 18 1 6 0 11 0 3 1 7 0 467
5:00 PM 20 254 3 0 2 265 16 0 21 4 18 0 6 3 21 0 633
5:15 PM 15 246 1 0 5 306 14 0 22 1 22 0 8 1 10 0 651
5:30 PM 15 247 0 0 4 273 13 0 21 1 12 0 3 3 8 0 600
5:45 PM 13 205 0 0 3 232 18 0 14 1 11 0 1 4 7 0 509

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 120 1741 21 0 36 1905 114 1 131 17 127 0 42 19 89 0 4363 APPROACH %'s : 6.38% 92.51% 1.12% 0.00% 1.75% 92.66% 5.54% 0.05% 47.64% 6.18% 46.18% 0.00% 28.00% 12.67% 59.33% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 63 952 4 0 14 1076 61 0 78 7 63 0 18 11 46 0 2393 PEAK HR FACTOR : 0.79 0.937 0.333 0.000 0.700 0.879 0.847 0.000 0.886 0.438 0.716 0.000 0.563 0.688 0.548 0.000 05:00 PM - 06:00 PM

0.9190.920 0.885 0.822 0.625

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
07:30 AM - 08:30 AM

0.9340.880 0.950 0.938 0.563

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
4/12/2018
Cars
S Riverside Ave S Riverside Ave Santa Ana Ave Santa Ana Ave National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Santa Ana Ave City: Bloomington Project ID: 18-06047-004
Control: Signalized Date:

NS/EW Streets:
0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 10 0 0 0 8 1 0 1 0 0 0 0 0 1 0 21
7:15 AM 0 7 0 0 0 12 0 0 0 1 0 0 0 0 1 0 21
7:30 AM 4 8 0 0 1 5 0 0 0 1 0 0 0 0 0 0 19
7:45 AM 2 6 0 0 1 7 3 0 3 0 0 0 0 0 2 0 24
8:00 AM 1 5 0 0 0 7 1 0 1 0 2 0 0 0 0 0 17
8:15 AM 1 5 0 0 0 13 2 0 2 0 0 0 0 0 1 0 24
8:30 AM 1 7 0 0 0 7 0 0 4 0 0 0 0 0 0 0 19
8:45 AM 0 13 1 0 1 13 0 0 13 0 0 0 0 0 1 0 42

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 61 1 0 3 72 7 0 24 2 2 0 0 0 6 0 187
APPROACH %'s : 12.68% 85.92% 1.41% 0.00% 3.66% 87.80% 8.54% 0.00% 85.71% 7.14% 7.14% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:30 AM 39 37 44 TOTAL
PEAK HR VOL : 8 24 0 0 2 32 6 0 6 1 2 0 0 0 3 0 84
PEAK HR FACTOR : 0.500 0.750 0.000 0.000 0.500 0.615 0.500 0.000 0.500 0.250 0.250 0.000 0.000 0.000 0.375 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 2 0 0 0 7 2 0 1 0 1 0 1 0 2 0 17
4:15 PM 0 2 0 0 0 11 0 0 0 0 0 0 0 0 0 0 13
4:30 PM 1 4 0 0 0 3 2 0 0 0 1 0 1 0 0 0 12
4:45 PM 0 4 0 0 1 6 1 0 0 0 0 0 0 0 0 0 12
5:00 PM 1 2 0 0 2 2 1 0 0 0 0 0 0 0 0 0 8
5:15 PM 0 3 0 0 1 6 1 0 0 0 0 0 0 0 1 0 12
5:30 PM 0 4 0 0 0 6 2 0 0 0 0 0 0 1 0 0 13
5:45 PM 0 5 0 0 0 7 0 0 0 0 0 0 0 0 0 0 12

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 26 0 0 4 48 9 0 1 0 2 0 2 1 3 0 99
APPROACH %'s : 10.34% 89.66% 0.00% 0.00% 6.56% 78.69% 14.75% 0.00% 33.33% 0.00% 66.67% 0.00% 33.33% 16.67% 50.00% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 1 14 0 0 3 21 4 0 0 0 0 0 0 1 1 0 45
PEAK HR FACTOR : 0.25 0.700 0.000 0.000 0.375 0.750 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 2axle
S Riverside Ave S Riverside Ave Santa Ana Ave Santa Ana Ave

0.667 0.750 0.375

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
4/12/2018
05:00 PM - 06:00 PM

0.8650.750 0.875 0.500
07:30 AM - 08:30 AM

0.8750.667
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Santa Ana Ave City: Bloomington Project ID: 18-06047-004
Control: Signalized Date:

NS/EW Streets:
0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 2 1 0 1 3 1 0 0 5 0 0 2 0 2 0 18
7:15 AM 0 6 0 0 0 3 1 0 1 5 0 0 1 1 2 0 20
7:30 AM 0 7 0 0 0 2 0 0 0 4 0 0 1 0 0 0 14
7:45 AM 1 5 1 0 0 7 0 0 1 4 1 0 2 0 0 0 22
8:00 AM 0 8 1 0 1 5 0 0 1 0 2 0 0 0 1 0 19
8:15 AM 1 5 1 0 2 13 1 0 0 0 0 0 1 0 0 0 24
8:30 AM 0 6 1 0 2 5 1 0 0 0 1 0 1 0 1 0 18
8:45 AM 0 7 1 0 0 7 0 0 0 1 0 0 1 0 1 0 18

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 46 6 0 6 45 4 0 3 19 4 0 9 1 7 0 153
APPROACH %'s : 5.45% 83.64% 10.91% 0.00% 10.91% 81.82% 7.27% 0.00% 11.54% 73.08% 15.38% 0.00% 52.94% 5.88% 41.18% 0.00% PEAK HR : 07:30 AM 39 37 44 TOTAL
PEAK HR VOL : 2 25 3 0 3 27 1 0 2 8 3 0 4 0 1 0 79
PEAK HR FACTOR : 0.500 0.781 0.750 0.000 0.375 0.519 0.250 0.000 0.500 0.500 0.375 0.000 0.500 0.000 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 5 0 0 1 6 0 0 0 0 1 0 1 1 1 0 16
4:15 PM 1 5 0 0 3 12 0 0 0 0 1 0 0 0 0 0 22
4:30 PM 0 4 0 0 1 6 0 0 0 0 0 0 1 0 0 0 12
4:45 PM 3 6 2 0 0 5 0 0 2 1 1 0 1 1 0 0 22
5:00 PM 0 5 1 0 1 10 0 0 0 1 1 0 1 0 0 0 20
5:15 PM 0 7 0 0 1 9 0 0 0 0 2 0 0 0 1 0 20
5:30 PM 1 4 0 0 2 6 0 0 0 1 0 0 3 1 0 0 18
5:45 PM 0 4 0 0 1 10 1 0 2 0 0 0 1 0 0 0 19

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 5 40 3 0 10 64 1 0 4 3 6 0 8 3 2 0 149
APPROACH %'s : 10.42% 83.33% 6.25% 0.00% 13.33% 85.33% 1.33% 0.00% 30.77% 23.08% 46.15% 0.00% 61.54% 23.08% 15.38% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 1 20 1 0 5 35 1 0 2 2 3 0 5 1 1 0 77
PEAK HR FACTOR : 0.25 0.714 0.250 0.000 0.625 0.875 0.250 0.000 0.250 0.500 0.375 0.000 0.417 0.250 0.250 0.000 3axle
S Riverside Ave S Riverside Ave Santa Ana Ave Santa Ana Ave

0.484 0.542 0.625

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
4/12/2018
05:00 PM - 06:00 PM

0.9630.786 0.854 0.875 0.438
07:30 AM - 08:30 AM

0.8230.833
National Data & Surveying Services
Intersection Turning Movement CountLocation: S Riverside Ave & Santa Ana Ave City: Bloomington Project ID: 18-06047-004
Control: Signalized Date:

NS/EW Streets:
0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 23 1 0 4 19 2 0 2 1 1 0 2 3 5 0 63
7:15 AM 1 24 2 0 1 13 1 0 1 0 2 0 2 2 4 0 53
7:30 AM 0 18 1 0 3 22 1 0 1 2 1 0 0 3 6 0 58
7:45 AM 0 30 3 0 3 19 4 0 1 0 1 0 2 6 6 0 75
8:00 AM 2 24 1 0 1 19 1 0 2 0 1 0 2 2 5 0 60
8:15 AM 0 28 8 0 10 27 1 0 3 0 1 0 4 1 1 0 84
8:30 AM 1 38 4 0 11 21 2 0 0 0 1 0 7 0 7 0 92
8:45 AM 1 23 3 0 11 23 1 0 3 1 3 0 6 0 5 0 80

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 5 208 23 0 44 163 13 0 13 4 11 0 25 17 39 0 565 APPROACH %'s : 2.12% 88.14% 9.75% 0.00% 20.00% 74.09% 5.91% 0.00% 46.43% 14.29% 39.29% 0.00% 30.86% 20.99% 48.15% 0.00% PEAK HR : 07:30 AM 39 37 44 TOTAL
PEAK HR VOL : 2 100 13 0 17 87 7 0 7 2 4 0 8 12 18 0 277 PEAK HR FACTOR : 0.250 0.833 0.406 0.000 0.425 0.806 0.438 0.000 0.583 0.250 1.000 0.000 0.500 0.500 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 0 0 0 3 0 0 0 1 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 23 1 0 4 22 1 0 2 0 5 0 1 1 1 0 61
4:15 PM 1 18 2 0 1 22 0 0 0 0 1 0 0 0 1 0 46
4:30 PM 1 12 1 0 1 32 1 0 3 0 0 0 1 0 2 0 54
4:45 PM 0 16 3 0 1 20 0 0 3 0 0 0 1 0 2 0 46
5:00 PM 1 13 0 0 0 19 2 0 3 0 2 0 0 0 2 0 42
5:15 PM 0 15 0 0 2 19 0 0 2 1 1 0 1 1 0 0 42
5:30 PM 2 14 3 0 1 24 0 0 2 0 3 0 1 0 2 0 52
5:45 PM 2 21 1 0 5 28 0 0 0 0 1 0 1 0 0 0 59

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 7 132 11 0 15 186 4 0 15 1 13 0 6 2 10 0 402 APPROACH %'s : 4.67% 88.00% 7.33% 0.00% 7.32% 90.73% 1.95% 0.00% 51.72% 3.45% 44.83% 0.00% 33.33% 11.11% 55.56% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 5 63 4 0 8 90 2 0 7 1 7 0 3 1 4 0 195
PEAK HR FACTOR : 0.63 0.750 0.333 0.000 0.400 0.804 0.250 0.000 0.583 0.250 0.583 0.000 0.750 0.250 0.500 0.000 4axle
S Riverside Ave S Riverside Ave Santa Ana Ave Santa Ana Ave

0.730 0.813 0.679

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
4/12/2018
05:00 PM - 06:00 PM

0.8260.750 0.758 0.750 0.667
07:30 AM - 08:30 AM

0.8240.799
National Data & Surveying Services
Intersection Turning Movement Count
ID: 18-06047-004 Day:

City: Bloomington Date:

AM 95 912 34 0 AM
NOON 0 0 0 0 NOON
PM 68 1222 30 0 PM

AM NOON PM PM NOON AM
0 3 0 0 0 52 0 27
2 14 0 12
0 0 0 0 0 26 0 16
63 0 87 0 TEV 1968 0 2710 0 0 0 0
14 0 10 1 PHF 0.93 0.93
48 0 73 0 0 0 3 0

AM NOON PM PM NOON AM
PM 0 70 1049 9 PM
NOON 0 0 0 0 NOON
AM 0 56 666 25 AM
Peak Hour Turning Movement Count
1321
Cars (PM) 2axle (PM)
S Riverside Ave & Santa Ana Ave
Thursday
04/12/2018

CONTROL

WESTBOUND
07:30 AM - 08:30 AM
Cars (NOON)
Pedestrians (Crosswalks)
2axle (NOON)
73 COUNTPERIODS
2axle (AM)

PEAK HOURS
Cars (AM)
NONE
05:00 PM - 06:00 PM
756
1188
0 Signalized
Santa Ana Ave

EASTBOUND
S Riverside Ave
976
0 S Riverside Ave

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
49 0
SantaAnaAve
07:00 AM - 09:00 AM
NONE
163 0 152
NOONAM PM0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
0 0
3 2
1 6
6 32
2 8
24 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
4 0
5 39
3 48
81 766
12 44
517
9 N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
18 11
46 63
7 78
61 1076
14 63
952
4 0
1 1
0 0
0 4
21 3
1 14
0 NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM

National Data & Surveying Services
Intersection Turning Movement Count
Location: S Riverside Ave & S Jurupa Ave
City: Bloomington Project ID: 18-06047-007
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 19 178 0 0 0 174 9 0 5 0 20 0 0 0 0 0 405
7:15 AM 22 161 0 0 0 207 12 0 4 0 13 0 0 0 0 0 419
7:30 AM 21 181 0 2 0 227 11 0 6 0 18 0 0 0 0 0 466
7:45 AM 16 197 0 1 0 225 10 0 9 0 19 0 0 0 0 0 477
8:00 AM 16 165 0 0 0 220 11 0 13 0 29 0 0 0 0 0 454
8:15 AM 14 138 0 0 0 218 7 0 9 0 13 0 0 0 0 0 399
8:30 AM 17 155 0 0 0 192 8 0 7 0 26 0 0 0 0 0 405
8:45 AM 17 192 0 0 0 165 9 0 15 0 23 0 0 0 0 0 421

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 142 1367 0 3 0 1628 77 0 68 0 161 0 0 0 0 0 3446 APPROACH %'s : 9.39% 90.41% 0.00% 0.20% 0.00% 95.48% 4.52% 0.00% 29.69% 0.00% 70.31% 0.00% PEAK HR : 07:15 AM 38 37 44 07:45 AM TOTAL
PEAK HR VOL : 75 704 0 3 0 879 44 0 32 0 79 0 0 0 0 0 1816 PEAK HR FACTOR : 0.852 0.893 0.000 0.375 0.000 0.968 0.917 0.000 0.615 0.000 0.681 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 23 239 0 2 0 261 14 0 14 0 36 0 0 0 0 0 589
4:15 PM 17 208 0 2 0 265 14 0 17 0 46 0 0 0 0 0 569
4:30 PM 11 186 0 0 0 258 9 0 9 0 42 0 0 0 0 0 515
4:45 PM 20 226 0 0 0 246 15 0 10 0 22 0 0 0 0 0 539
5:00 PM 22 238 0 0 0 289 8 0 12 0 39 0 0 0 0 0 608
5:15 PM 14 291 0 1 0 364 13 0 4 0 31 0 0 0 0 0 718
5:30 PM 22 252 0 1 0 355 8 0 4 0 41 0 0 0 0 0 683
5:45 PM 20 242 0 0 0 282 10 0 9 0 26 0 0 0 0 0 589

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 149 1882 0 6 0 2320 91 0 79 0 283 0 0 0 0 0 4810 APPROACH %'s : 7.31% 92.39% 0.00% 0.29% 0.00% 96.23% 3.77% 0.00% 21.82% 0.00% 78.18% 0.00% PEAK HR : 05:00 PM 293 289 296 05:15 PM TOTAL
PEAK HR VOL : 78 1023 0 2 0 1290 39 0 29 0 137 0 0 0 0 0 2598 PEAK HR FACTOR : 0.886 0.879 0.000 0.500 0.000 0.886 0.750 0.000 0.604 0.000 0.835 0.000 0.000 0.000 0.000 0.000

EASTBOUND
4/12/2018
S Jurupa Ave

NORTHBOUND
S Jurupa Ave

WESTBOUND
S Riverside Ave S Riverside Ave

0.970 0.661

EASTBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.914 0.952
Total

0.9050.814

WESTBOUND

SOUTHBOUND

0.901 0.881
05:00 PM - 06:00 PM

SOUTHBOUND
National Data & Surveying Services
Intersection Turning Movement Count
Location: S Riverside Ave & S Jurupa Ave
City: Bloomington Project ID: 18-06047-007
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 19 141 0 0 0 143 9 0 4 0 15 0 0 0 0 0 331
7:15 AM 20 127 0 0 0 178 12 0 3 0 10 0 0 0 0 0 350
7:30 AM 17 152 0 0 0 198 10 0 6 0 14 0 0 0 0 0 397
7:45 AM 14 152 0 1 0 194 10 0 7 0 15 0 0 0 0 0 393
8:00 AM 13 129 0 0 0 191 9 0 11 0 23 0 0 0 0 0 376
8:15 AM 12 97 0 0 0 171 6 0 8 0 10 0 0 0 0 0 304
8:30 AM 15 103 0 0 0 148 8 0 5 0 12 0 0 0 0 0 291
8:45 AM 16 147 0 0 0 122 8 0 11 0 14 0 0 0 0 0 318

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 126 1048 0 1 0 1345 72 0 55 0 113 0 0 0 0 0 2760 APPROACH %'s : 10.72% 89.19% 0.00% 0.09% 0.00% 94.92% 5.08% 0.00% 32.74% 0.00% 67.26% 0.00% PEAK HR : 07:15 AM 38 37 44 TOTAL
PEAK HR VOL : 64 560 0 1 0 761 41 0 27 0 62 0 0 0 0 0 1516 PEAK HR FACTOR : 0.80 0.921 0.000 0.250 0.000 0.961 0.854 0.000 0.614 0.000 0.674 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 20 215 0 2 0 224 14 0 13 0 31 0 0 0 0 0 519
4:15 PM 12 179 0 2 0 224 12 0 17 0 41 0 0 0 0 0 487
4:30 PM 7 166 0 0 0 226 8 0 9 0 38 0 0 0 0 0 454
4:45 PM 16 197 0 0 0 219 12 0 9 0 21 0 0 0 0 0 474
5:00 PM 18 218 0 0 0 258 8 0 12 0 36 0 0 0 0 0 550
5:15 PM 13 270 0 1 0 329 9 0 4 0 27 0 0 0 0 0 653
5:30 PM 19 230 0 1 0 319 8 0 4 0 41 0 0 0 0 0 622
5:45 PM 18 217 0 0 0 243 8 0 9 0 26 0 0 0 0 0 521

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 123 1692 0 6 0 2042 79 0 77 0 261 0 0 0 0 0 4280 APPROACH %'s : 6.75% 92.92% 0.00% 0.33% 0.00% 96.28% 3.72% 0.00% 22.78% 0.00% 77.22% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 68 935 0 2 0 1149 33 0 29 0 130 0 0 0 0 0 2346 PEAK HR FACTOR : 0.89 0.866 0.000 0.500 0.000 0.873 0.917 0.000 0.604 0.000 0.793 0.000 0.000 0.000 0.000 0.000 4/12/2018
Cars
S Riverside Ave S Riverside Ave S Jurupa Ave S Jurupa Ave

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
07:15 AM - 08:15 AM

0.9550.925 0.964 0.654

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.8980.885 0.874 0.828
05:00 PM - 06:00 PM
National Data & Surveying Services
Intersection Turning Movement Count
Location: S Riverside Ave & S Jurupa Ave
City: Bloomington Project ID: 18-06047-007
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 10 0 0 0 6 0 0 0 0 3 0 0 0 0 0 19
7:15 AM 1 7 0 0 0 4 0 0 1 0 1 0 0 0 0 0 14
7:30 AM 2 8 0 2 0 7 0 0 0 0 2 0 0 0 0 0 21
7:45 AM 0 10 0 0 0 7 0 0 1 0 2 0 0 0 0 0 20
8:00 AM 1 5 0 0 0 6 1 0 0 0 0 0 0 0 0 0 13
8:15 AM 1 6 0 0 0 8 1 0 0 0 1 0 0 0 0 0 17
8:30 AM 1 7 0 0 0 8 0 0 0 0 6 0 0 0 0 0 22
8:45 AM 1 11 0 0 0 6 0 0 3 0 6 0 0 0 0 0 27

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 7 64 0 2 0 52 2 0 5 0 21 0 0 0 0 0 153
APPROACH %'s : 9.59% 87.67% 0.00% 2.74% 0.00% 96.30% 3.70% 0.00% 19.23% 0.00% 80.77% 0.00% PEAK HR : 07:15 AM 38 37 44 TOTAL
PEAK HR VOL : 4 30 0 2 0 24 1 0 2 0 5 0 0 0 0 0 68
PEAK HR FACTOR : 0.500 0.750 0.000 0.250 0.000 0.857 0.250 0.000 0.500 0.000 0.625 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 3 0 0 0 7 0 0 1 0 0 0 0 0 0 0 11
4:15 PM 1 4 0 0 0 7 1 0 0 0 2 0 0 0 0 0 15
4:30 PM 1 4 0 0 0 4 1 0 0 0 2 0 0 0 0 0 12
4:45 PM 3 5 0 0 0 3 3 0 0 0 1 0 0 0 0 0 15
5:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:15 PM 1 5 0 0 0 3 3 0 0 0 0 0 0 0 0 0 12
5:30 PM 0 3 0 0 0 5 0 0 0 0 0 0 0 0 0 0 8
5:45 PM 0 3 0 0 0 4 1 0 0 0 0 0 0 0 0 0 8

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 6 29 0 0 0 33 9 0 1 0 5 0 0 0 0 0 83
APPROACH %'s : 17.14% 82.86% 0.00% 0.00% 0.00% 78.57% 21.43% 0.00% 16.67% 0.00% 83.33% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 1 13 0 0 0 12 4 0 0 0 0 0 0 0 0 0 30
PEAK HR FACTOR : 0.25 0.650 0.000 0.000 0.000 0.600 0.333 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4/12/2018
05:00 PM - 06:00 PM

0.6250.583 0.667
07:15 AM - 08:15 AM

0.8100.750

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.893 0.583

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
2axle
S Riverside Ave S Riverside Ave S Jurupa Ave S Jurupa Ave National Data & Surveying Services
Intersection Turning Movement Count
Location: S Riverside Ave & S Jurupa Ave
City: Bloomington Project ID: 18-06047-007
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 5 0 0 0 4 0 0 1 0 1 0 0 0 0 0 11
7:15 AM 0 5 0 0 0 5 0 0 0 0 0 0 0 0 0 0 10
7:30 AM 1 6 0 0 0 5 0 0 0 0 1 0 0 0 0 0 13
7:45 AM 0 6 0 0 0 5 0 0 0 0 1 0 0 0 0 0 12
8:00 AM 1 8 0 0 0 7 0 0 2 0 1 0 0 0 0 0 19
8:15 AM 0 2 0 0 0 11 0 0 0 0 2 0 0 0 0 0 15
8:30 AM 1 8 0 0 0 6 0 0 0 0 2 0 0 0 0 0 17
8:45 AM 0 9 0 0 0 7 0 0 1 0 1 0 0 0 0 0 18

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 49 0 0 0 50 0 0 4 0 9 0 0 0 0 0 115
APPROACH %'s : 5.77% 94.23% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 30.77% 0.00% 69.23% 0.00% PEAK HR : 07:15 AM 38 37 44 TOTAL
PEAK HR VOL : 2 25 0 0 0 22 0 0 2 0 3 0 0 0 0 0 54
PEAK HR FACTOR : 0.500 0.781 0.000 0.000 0.000 0.786 0.000 0.000 0.250 0.000 0.750 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 4 0 0 0 6 0 0 0 0 3 0 0 0 0 0 13
4:15 PM 0 10 0 0 0 13 0 0 0 0 1 0 0 0 0 0 24
4:30 PM 0 4 0 0 0 7 0 0 0 0 0 0 0 0 0 0 11
4:45 PM 0 10 0 0 0 4 0 0 0 0 0 0 0 0 0 0 14
5:00 PM 1 4 0 0 0 10 0 0 0 0 1 0 0 0 0 0 16
5:15 PM 0 4 0 0 0 13 0 0 0 0 1 0 0 0 0 0 18
5:30 PM 1 6 0 0 0 10 0 0 0 0 0 0 0 0 0 0 17
5:45 PM 1 3 0 0 0 9 0 0 0 0 0 0 0 0 0 0 13

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 45 0 0 0 72 0 0 0 0 6 0 0 0 0 0 126
APPROACH %'s : 6.25% 93.75% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 3 17 0 0 0 42 0 0 0 0 2 0 0 0 0 0 64
PEAK HR FACTOR : 0.75 0.708 0.000 0.000 0.000 0.808 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 4/12/2018
05:00 PM - 06:00 PM

0.8890.714 0.808 0.500
07:15 AM - 08:15 AM

0.7110.750

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.786 0.417

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
3axle
S Riverside Ave S Riverside Ave S Jurupa Ave S Jurupa Ave National Data & Surveying Services
Intersection Turning Movement Count
Location: S Riverside Ave & S Jurupa Ave
City: Bloomington Project ID: 18-06047-007
Control: Signalized Date:

NS/EW Streets:
1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 22 0 0 0 21 0 0 0 0 1 0 0 0 0 0 44
7:15 AM 1 22 0 0 0 20 0 0 0 0 2 0 0 0 0 0 45
7:30 AM 1 15 0 0 0 17 1 0 0 0 1 0 0 0 0 0 35
7:45 AM 2 29 0 0 0 19 0 0 1 0 1 0 0 0 0 0 52
8:00 AM 1 23 0 0 0 16 1 0 0 0 5 0 0 0 0 0 46
8:15 AM 1 33 0 0 0 28 0 0 1 0 0 0 0 0 0 0 63
8:30 AM 0 37 0 0 0 30 0 0 2 0 6 0 0 0 0 0 75
8:45 AM 0 25 0 0 0 30 1 0 0 0 2 0 0 0 0 0 58

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 6 206 0 0 0 181 3 0 4 0 18 0 0 0 0 0 418 APPROACH %'s : 2.83% 97.17% 0.00% 0.00% 0.00% 98.37% 1.63% 0.00% 18.18% 0.00% 81.82% 0.00% PEAK HR : 07:15 AM 38 37 44 TOTAL
PEAK HR VOL : 5 89 0 0 0 72 2 0 1 0 9 0 0 0 0 0 178
PEAK HR FACTOR : 0.625 0.767 0.000 0.000 0.000 0.900 0.500 0.000 0.250 0.000 0.450 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 3 17 0 0 0 24 0 0 0 0 2 0 0 0 0 0 46
4:15 PM 4 15 0 0 0 21 1 0 0 0 2 0 0 0 0 0 43
4:30 PM 3 12 0 0 0 21 0 0 0 0 2 0 0 0 0 0 38
4:45 PM 1 14 0 0 0 20 0 0 1 0 0 0 0 0 0 0 36
5:00 PM 3 14 0 0 0 21 0 0 0 0 2 0 0 0 0 0 40
5:15 PM 0 12 0 0 0 19 1 0 0 0 3 0 0 0 0 0 35
5:30 PM 2 13 0 0 0 21 0 0 0 0 0 0 0 0 0 0 36
5:45 PM 1 19 0 0 0 26 1 0 0 0 0 0 0 0 0 0 47

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 17 116 0 0 0 173 3 0 1 0 11 0 0 0 0 0 321 APPROACH %'s : 12.78% 87.22% 0.00% 0.00% 0.00% 98.30% 1.70% 0.00% 8.33% 0.00% 91.67% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 6 58 0 0 0 87 2 0 0 0 5 0 0 0 0 0 158
PEAK HR FACTOR : 0.50 0.763 0.000 0.000 0.000 0.837 0.500 0.000 0.000 0.000 0.417 0.000 0.000 0.000 0.000 0.000 4/12/2018
05:00 PM - 06:00 PM

0.8400.800 0.824 0.417
07:15 AM - 08:15 AM

0.8560.758

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.925 0.500

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
4axle
S Riverside Ave S Riverside Ave S Jurupa Ave S Jurupa Ave National Data & Surveying Services
Intersection Turning Movement Count
ID: 18-06047-007 Day:

City: Bloomington Date:

AM 44 879 0 0 AM
NOON 0 0 0 0 NOON
PM 39 1290 0 0 PM

AM NOON PM PM NOON AM
0 2 0 0 0 0 0 0
0 0 0 0
0 0 0 0 0 0 0 0
32 0 29 1 TEV 1816 0 2598 0 0 0 0
0 0 0 0 PHF 0.95 0.90
79 0 137 1 0 1 2 0

AM NOON PM PM NOON AM
PM 2 78 1023 0 PM
NOON 0 0 0 0 NOON
AM 3 75 704 0 AM
SJurupaAve
07:00 AM - 09:00 AM
NONE
119 0 117
S Riverside Ave
961
0 S Riverside Ave

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
0 0

PEAK HOURS
Cars (AM)
NONE
05:00 PM - 06:00 PM
736
1052
0 Signalized
S Jurupa Ave

EASTBOUND
Peak Hour Turning Movement Count
1429
Cars (PM) 2axle (PM)
S Riverside Ave & S Jurupa Ave
Thursday
04/12/2018

CONTROL

WESTBOUND
07:15 AM - 08:15 AM
Cars (NOON)
Pedestrians (Crosswalks)
2axle (NOON)
0 COUNTPERIODS
2axle (AM)
NOONAM PM0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
0 0
0 5
0 2
1 24
0 4
30 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0 0
0 62
0 27
41 761
0 64
560
0 N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0 0
0 130
0 29
33 1149
0 68
935
0 0
0 0
0 0
0 4
12 0
1 13
0 NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM

APPENDIX C

PCE WORKSHEETS

Existing Peak Hour Volumes - Classification Counts
1 Riverside Ave and I-10 WB Ramps
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 75 20 19 64 103 57.9% 260 2.5 335 208 7 10 41 58 21.8% 154 2.7 362 NT 846 25 4 26 55 6.1% 124 2.3 970 1,574 28 7 11 46 2.8% 89 1.9 1,663 NR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
SL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ST 1,069 20 2 6 28 2.6% 52 1.9 1,121 1,201 11 9 11 31 2.5% 68 2.2 1,269 SR 558 6 0 7 13 2.3% 30 2.3 588 399 2 6 4 12 2.9% 27 2.3 426 EL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ET 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ER 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WL 385 21 8 48 77 16.7% 192 2.5 577 380 15 10 62 87 18.6% 229 2.6 609 WT 6 0 0 0 0 0.0% 0 0.0 6 2 0 0 0 0 0.0% 0 0.0 2
WR 371 12 0 2 14 3.6% 24 1.7 395 547 8 1 3 12 2.1% 23 1.9 570 3,992 4,901
North Leg Volumes
Approach 1,627 26 2 13 41 82 1,709 1,600 13 15 15 43 95 1,695 Depart 1,217 37 4 28 69 148 1,365 2,121 36 8 14 58 112 2,233 Total 2,844 63 6 41 110 3.7% 230 2.1 3,074 3,721 49 23 29 101 2.6% 207 2.0 3,928 South Leg Volumes
Approach 921 45 23 90 158 384 1,305 1,782 35 17 52 104 243 2,025 Depart 1,454 41 10 54 105 244 1,698 1,581 26 19 73 118 297 1,878 Total 2,375 86 33 144 263 10.0% 628 2.4 3,003 3,363 61 36 125 222 6.2% 540 2.4 3,903 East Leg Volumes
Approach 762 33 8 50 91 216 978 929 23 11 65 99 252 1,181 Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 762 33 8 50 91 10.7% 216 2.4 978 929 23 11 65 99 9.6% 252 2.5 1,181 West Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 639 26 19 71 116 290 929 609 9 16 45 70 181 790
Total 639 26 19 71 116 15.4% 290 2.5 929 609 9 16 45 70 10.3% 181 2.6 790 All Legs
Approach 3,310 104 33 153 290 682 3,992 4,311 71 43 132 246 590 4,901 Depart 3,310 104 33 153 290 682 3,992 4,311 71 43 132 246 590 4,901 Total 6,620 208 66 306 580 8.1% 1,364 2.4 7,984 8,622 142 86 264 492 5.4% 1,180 2.4 9,802 4/24/2023, 6:21 PM
Existing Peak Hour Volumes - Classification Counts
2 Riverside Ave and I-10 EB Ramps
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
NT 589 37 22 87 146 19.9% 361 2.5 950 1,213 14 17 43 74 5.7% 184 2.5 1,397 NR 215 13 11 56 80 27.1% 210 2.6 425 470 10 11 50 71 13.1% 187 2.6 657 SL 400 9 1 2 12 2.9% 22 1.8 422 475 2 0 3 5 1.0% 12 2.4 487 ST 1,059 30 11 51 92 8.0% 220 2.4 1,279 1,117 23 22 73 118 9.6% 298 2.5 1,415 SR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
EL 329 10 2 2 14 4.1% 25 1.8 354 614 2 2 2 6 1.0% 13 2.2 627 ET 6 2 0 0 2 25.0% 3 1.5 9 0 0 0 0 0 0.0% 0 0.0 0
ER 271 12 11 62 85 23.9% 226 2.7 497 254 8 19 55 82 24.4% 215 2.6 469 WL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WT 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
3,936 5,052
North Leg Volumes
Approach 1,459 39 12 53 104 242 1,701 1,592 25 22 76 123 310 1,902 Depart 918 47 24 89 160 386 1,304 1,827 16 19 45 80 197 2,024 Total 2,377 86 36 142 264 10.0% 628 2.4 3,005 3,419 41 41 121 203 5.6% 507 2.5 3,926 South Leg Volumes
Approach 804 50 33 143 226 571 1,375 1,683 24 28 93 145 371 2,054 Depart 1,330 42 22 113 177 446 1,776 1,371 31 41 128 200 513 1,884 Total 2,134 92 55 256 403 15.9% 1,017 2.5 3,151 3,054 55 69 221 345 10.2% 884 2.6 3,938 East Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 621 24 12 58 94 235 856 945 12 11 53 76 199 1,144 Total 621 24 12 58 94 13.1% 235 2.5 856 945 12 11 53 76 7.4% 199 2.6 1,144 West Leg Volumes
Approach 606 24 13 64 101 254 860 868 10 21 57 88 228 1,096 Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 606 24 13 64 101 14.3% 254 2.5 860 868 10 21 57 88 9.2% 228 2.6 1,096 All Legs
Approach 2,869 113 58 260 431 1,067 3,936 4,143 59 71 226 356 909 5,052 Depart 2,869 113 58 260 431 1,067 3,936 4,143 59 71 226 356 909 5,052 Total 5,738 226 116 520 862 13.1% 2,134 2.5 7,872 8,286 118 142 452 712 7.9% 1,818 2.6 10,104 4/24/2023, 6:21 PM
Existing Peak Hour Volumes - Classification Counts
3 Riverside Ave and Slover Ave
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 47 3 2 6 11 19.0% 27 2.5 74 25 2 1 2 5 16.7% 11 2.2 36 NT 536 36 26 131 193 26.5% 499 2.6 1,035 1,173 17 21 78 116 9.0% 302 2.6 1,475 NR 7 1 1 6 8 53.3% 22 2.8 29 11 0 1 3 4 26.7% 11 2.8 22 SL 22 3 3 6 12 35.3% 29 2.4 51 6 3 2 4 9 60.0% 21 2.3 27 ST 956 34 15 92 141 12.9% 357 2.5 1,313 1,139 25 34 101 160 12.3% 409 2.6 1,548 SR 353 9 1 23 33 8.5% 85 2.6 438 213 7 7 22 36 14.5% 91 2.5 304 EL 202 8 9 8 25 11.0% 54 2.2 256 397 7 6 7 20 4.8% 44 2.2 441 ET 17 2 0 0 2 10.5% 3 1.5 20 112 2 0 3 5 4.3% 12 2.4 124 ER 22 3 9 10 22 50.0% 53 2.4 75 107 2 6 12 20 15.7% 51 2.6 158 WL 12 2 2 4 8 40.0% 19 2.4 31 4 1 4 7 12 75.0% 31 2.6 35 WT 9 0 1 2 3 25.0% 8 2.7 17 4 2 2 7 11 73.3% 28 2.5 32
WR 11 3 3 4 10 47.6% 23 2.3 34 55 1 0 7 8 12.7% 23 2.9 78 3,373 4,280
North Leg Volumes
Approach 1,331 46 19 121 186 471 1,802 1,358 35 43 127 205 521 1,879 Depart 749 47 38 143 228 576 1,325 1,625 25 27 92 144 369 1,994 Total 2,080 93 57 264 414 16.6% 1,047 2.5 3,127 2,983 60 70 219 349 10.5% 890 2.6 3,873 South Leg Volumes
Approach 590 40 29 143 212 548 1,138 1,209 19 23 83 125 324 1,533 Depart 990 39 26 106 171 429 1,419 1,250 28 44 120 192 491 1,741 Total 1,580 79 55 249 383 19.5% 977 2.6 2,557 2,459 47 67 203 317 11.4% 815 2.6 3,274 East Leg Volumes
Approach 32 5 6 10 21 50 82 63 4 6 21 31 82 145
Depart 46 6 4 12 22 54 100 129 5 3 10 18 44 173
Total 78 11 10 22 43 35.5% 104 2.4 182 192 9 9 31 49 20.3% 126 2.6 318 West Leg Volumes
Approach 241 13 18 18 49 110 351 616 11 12 22 45 107 723 Depart 409 12 4 31 47 120 529 242 11 10 31 52 130 372
Total 650 25 22 49 96 12.9% 230 2.4 880 858 22 22 53 97 10.2% 237 2.4 1,095 All Legs
Approach 2,194 104 72 292 468 1,179 3,373 3,246 69 84 253 406 1,034 4,280 Depart 2,194 104 72 292 468 1,179 3,373 3,246 69 84 253 406 1,034 4,280 Total 4,388 208 144 584 936 17.6% 2,358 2.5 6,746 6,492 138 168 506 812 11.1% 2,068 2.5 8,560 4/24/2023, 6:21 PM
Existing Peak Hour Volumes - Classification Counts
4 Riverside Ave and Santa Ana Ave
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 48 9 2 2 13 21.3% 24 1.8 72 69 1 1 6 8 10.4% 22 2.8 91 NT 569 26 28 110 164 22.4% 425 2.6 994 1,047 15 22 69 106 9.2% 274 2.6 1,321 NR 10 0 3 14 17 63.0% 48 2.8 58 4 0 1 4 5 55.6% 14 2.8 18 SL 13 2 3 19 24 64.9% 66 2.8 79 4 3 6 9 18 81.8% 44 2.4 48 ST 843 35 30 96 161 16.0% 401 2.5 1,244 1,184 23 39 99 161 12.0% 410 2.5 1,594 SR 89 7 1 8 16 15.2% 37 2.3 126 67 4 1 2 7 9.5% 14 2.0 81 EL 53 7 2 8 17 24.3% 39 2.3 92 86 0 2 8 10 10.4% 28 2.8 114 ET 3 1 9 2 12 80.0% 26 2.2 29 8 0 2 1 3 27.3% 7 2.3 15
ER 43 2 3 4 9 17.3% 21 2.3 64 69 0 3 8 11 13.8% 30 2.7 99 WL 4 0 4 9 13 76.5% 35 2.7 39 20 0 6 3 9 31.0% 21 2.3 41 WT 0 0 0 13 13 100.0% 39 3.0 39 12 1 1 1 3 20.0% 7 2.3 19 WR 6 3 1 20 24 80.0% 67 2.8 73 51 1 1 4 6 10.5% 16 2.7 67 2,909 3,508
North Leg Volumes
Approach 945 44 34 123 201 504 1,449 1,255 30 46 110 186 468 1,723 Depart 628 36 31 138 205 531 1,159 1,184 16 25 81 122 318 1,502 Total 1,573 80 65 261 406 20.5% 1,035 2.5 2,608 2,439 46 71 191 308 11.2% 786 2.6 3,225 South Leg Volumes
Approach 627 35 33 126 194 497 1,124 1,120 16 24 79 119 310 1,430 Depart 890 37 37 109 183 457 1,347 1,273 23 48 110 181 461 1,734 Total 1,517 72 70 235 377 19.9% 954 2.5 2,471 2,393 39 72 189 300 11.1% 771 2.6 3,164 East Leg Volumes
Approach 10 3 5 42 50 141 151 83 2 8 8 18 44 127
Depart 26 3 15 35 53 140 166 16 3 9 14 26 65 81
Total 36 6 20 77 103 74.1% 281 2.7 317 99 5 17 22 44 30.8% 109 2.5 208 West Leg Volumes
Approach 99 10 14 14 38 86 185 163 0 7 17 24 65 228
Depart 137 16 3 23 42 100 237 148 6 3 9 18 43 191
Total 236 26 17 37 80 25.3% 186 2.3 422 311 6 10 26 42 11.9% 108 2.6 419 All Legs
Approach 1,681 92 86 305 483 1,228 2,909 2,621 48 85 214 347 887 3,508 Depart 1,681 92 86 305 483 1,228 2,909 2,621 48 85 214 347 887 3,508 Total 3,362 184 172 610 966 22.3% 2,456 2.5 5,818 5,242 96 170 428 694 11.7% 1,774 2.6 7,016 4/24/2023, 6:21 PM
Existing Peak Hour Volumes - Classification Counts
5 Riverside Ave and Jurupa Ave
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 72 7 2 6 15 17.2% 33 2.2 105 77 1 3 7 11 12.5% 29 2.6 106 NT 616 33 28 98 159 20.5% 400 2.5 1,016 1,029 14 19 64 97 8.6% 251 2.6 1,280 NR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
SL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ST 837 26 24 79 129 13.4% 324 2.5 1,161 1,264 13 46 96 155 10.9% 400 2.6 1,664 SR 45 1 0 2 3 6.3% 8 2.7 53 36 4 0 2 6 14.3% 12 2.0 48
EL 30 2 2 1 5 14.3% 10 2.0 40 32 0 0 0 0 0.0% 0 0.0 32
ET 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ER 68 6 3 10 19 21.8% 45 2.4 113 143 0 2 6 8 5.3% 22 2.8 165 WL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WT 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
2,488 3,295
North Leg Volumes
Approach 882 27 24 81 132 332 1,214 1,300 17 46 98 161 412 1,712 Depart 646 35 30 99 164 410 1,056 1,061 14 19 64 97 251 1,312 Total 1,528 62 54 180 296 16.2% 742 2.5 2,270 2,361 31 65 162 258 9.9% 663 2.6 3,024 South Leg Volumes
Approach 688 40 30 104 174 433 1,121 1,106 15 22 71 108 280 1,386 Depart 905 32 27 89 148 369 1,274 1,407 13 48 102 163 422 1,829 Total 1,593 72 57 193 322 16.8% 802 2.5 2,395 2,513 28 70 173 271 9.7% 702 2.6 3,215 East Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
West Leg Volumes
Approach 98 8 5 11 24 55 153 175 0 2 6 8 22 197
Depart 117 8 2 8 18 41 158 113 5 3 9 17 41 154
Total 215 16 7 19 42 16.3% 96 2.3 311 288 5 5 15 25 8.0% 63 2.5 351 All Legs
Approach 1,668 75 59 196 330 820 2,488 2,581 32 70 175 277 714 3,295 Depart 1,668 75 59 196 330 820 2,488 2,581 32 70 175 277 714 3,295 Total 3,336 150 118 392 660 16.5% 1,640 2.5 4,976 5,162 64 140 350 554 9.7% 1,428 2.6 6,590 4/24/2023, 6:21 PM

TOTAL PCE VOLUME AM
Int NL NT NR SL ST SR EL ET ER WL WT WR
1 335 970 0 0 1121 588 0 0 0 577 6 395 Riverside Ave and I-10 WB Ramps 2 0 950 425 422 1279 0 354 9 497 0 0 0 Riverside Ave and I-10 EB Ramps 3 74 1035 29 51 1313 438 256 20 75 31 17 34 Riverside Ave and Slover Ave 4 72 994 58 79 1244 126 92 29 64 39 39 73 Riverside Ave and Santa Ana Ave 5 105 1016 0 0 1161 53 40 0 113 0 0 0 Riverside Ave and Jurupa Ave 4/24/2023, 6:21 PM

TOTAL PCE VOLUME PM
Int NL NT NR SL ST SR EL ET ER WL WT WR
1 362 1663 0 0 1269 426 0 0 0 609 2 570 Riverside Ave and I-10 WB Ramps 2 0 1397 657 487 1415 0 627 0 469 0 0 0 Riverside Ave and I-10 EB Ramps 3 36 1475 22 27 1548 304 441 124 158 35 32 78 Riverside Ave and Slover Ave 4 91 1321 18 48 1594 81 114 15 99 41 19 67 Riverside Ave and Santa Ana Ave 5 106 1280 0 0 1664 48 32 0 165 0 0 0 Riverside Ave and Jurupa Ave 4/24/2023, 6:21 PM
APPENDIX D

INTERSECTION ANALYSIS

WORKSHEETS

APPENDIX D-1

INTERSECTION ANALYSIS
WORKSHEETS – EXISTING

CONDITIONS

Intersection Analysis Summary
4/17/2023Report File: K:\...\1 EX AM.pdf
Scenario 1 EX AMVistro File: K:\...\Rialto_249 Santa Ana Ave_AM.vistro 249 Santa Ana Avenue Truck Terminal
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.

A8.40.544NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
B14.60.642SB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
C20.50.888EB LeftHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
C20.30.712SB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
C20.10.777NB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.777Volume to Capacity (v/c):

CLevel Of Service:

20.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000100000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
4026588000599114200988341Total Analysis Volume [veh/h]
10121470001502850024785Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.98200.98200.98201.00001.00001.00000.98200.98201.00001.00000.98200.9820Peak Hour Factor 3956577000588112100970335Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3956577000588112100970335Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0340000042005614Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

0.02.00.00.00.00.00.02.00.00.02.02.0Amber [s]
0300000030003030Maximum Green [s]
070000070077Minimum Green [s]
-----------LeadLead / Lag
Auxiliary Signal Groups
040000060025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissPermissPermissPermissProtecteControl Type Phasing & Timing

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
300.29282.67279.29357.79135.6392.11173.7495th-Percentile Queue Length [ft/ln]

12.0111.3111.1714.315.433.686.9595th-Percentile Queue Length [veh/ln] 187.89174.39171.81232.7075.3551.1796.5250th-Percentile Queue Length [ft/ln]

7.526.986.879.313.012.053.8650th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
DDCBBADLane Group LOS

39.8435.2034.3919.7111.725.5642.97d, Delay for Lane Group [s/veh]

0.840.770.750.690.310.280.82X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.473.532.904.450.220.194.18d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.170.130.120.500.500.500.11k, delay calibration

32.3731.6731.4915.2611.505.3738.79d1, Uniform Delay [s] 39443144286937143567414c, Capacity [veh/h]
1615176618101615690151763514s, saturation flow rate [veh/h]

0.210.190.180.370.170.190.10(v / s)_i Volume / Saturation Flow Rate

0.240.240.240.540.540.690.12g / C, Green / Cycle
22222248486211g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.97 5.56 0.00 0.00 11.72 19.71 0.00 0.00 0.00 34.74 35.20 39.03 Movement LOS D A B B C D D
d_A, Approach Delay [s/veh] 15.16 14.46 0.00 36.48
Approach LOS B B A D
d_I, Intersection Delay [s/veh] 20.08
Intersection LOS C
Intersection V/C 0.777
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.265 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1178 867 0 689 d_b, Bicycle Delay [s] 7.61 14.45 45.00 19.34
I_b,int, Bicycle LOS Score for Intersection 2.291 2.278 4.132 3.203 Bicycle LOS B B D C
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.712Volume to Capacity (v/c):

CLevel Of Service:

20.3Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

49.210.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
000532103790136845145510160Total Analysis Volume [veh/h] 00013329503421131142540Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.93500.93500.93501.00000.93500.93500.93500.93501.0000Peak Hour Factor 0004979354012794224259500Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0004979354012794224259500Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000350055210340Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

0.00.00.00.02.00.00.02.02.00.02.00.0Amber [s]
0000300030300300Maximum Green [s]
000070077070Minimum Green [s]
--------Lead---Lead / Lag
Auxiliary Signal Groups
000080061020Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissPermissControl Type Phasing & Timing

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
272.86270.24267.38223.21215.83286.53264.6795th-Percentile Queue Length [ft/ln]

10.9110.8110.708.938.6311.4610.5995th-Percentile Queue Length [veh/ln] 166.92164.93162.77129.79124.38177.33160.7250th-Percentile Queue Length [ft/ln]

6.686.606.515.194.987.096.4350th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
DDDADBBLane Group LOS

38.2037.0435.267.0840.2217.8715.42d, Delay for Lane Group [s/veh]

0.830.810.760.540.830.580.52X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

5.154.162.850.813.332.901.05d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.120.110.110.500.110.500.50k, delay calibration

33.0532.8932.426.2736.8914.9714.37d1, Uniform Delay [s] 36837941225535448451872c, Capacity [veh/h]
1615166318103618351416333618s, saturation flow rate [veh/h]

0.190.180.170.380.130.300.27(v / s)_i Volume / Saturation Flow Rate

0.230.230.230.710.150.520.52g / C, Green / Cycle
20202064144747g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 15.51 17.87 40.22 7.08 0.00 35.60 37.04 37.71 0.00 0.00 0.00 Movement LOS B B D A D D D
d_A, Approach Delay [s/veh] 16.24 15.30 36.82 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 20.34
Intersection LOS C
Intersection V/C 0.712
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.163 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 1156 711 0 d_b, Bicycle Delay [s] 19.34 8.02 18.69 45.00
I_b,int, Bicycle LOS Score for Intersection 2.369 3.060 3.079 4.132 Bicycle LOS B C C D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.888Volume to Capacity (v/c):

CLevel Of Service:

20.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
361833792127146313895431109578Total Analysis Volume [veh/h] 9482056811634713827420Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.9450Peak Hour Factor 341731752025643813135129103574Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 341731752025643813135129103574Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 022002200582104710Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

0.02.00.00.02.00.00.02.02.00.02.02.0Amber [s]
030003000303003030Maximum Green [s]
070070077077Minimum Green [s]
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

28.4714.0028.7064.4016.36279.64544.81493.6256.69234.06235.5883.5495th-Percentile Queue Length [ft/ln]

1.140.561.152.580.6511.1921.7919.742.279.369.423.3495th-Percentile Queue Length [veh/ln]

15.827.7815.9435.789.09172.08384.10341.9831.50137.80138.9346.4150th-Percentile Queue Length [ft/ln]

0.630.310.641.430.366.8815.3613.681.265.515.561.8650th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCCCCDCBDBBDLane Group LOS

28.7828.3233.6729.7928.3748.5321.9817.8944.8110.1210.1046.61d, Delay for Lane Group [s/veh]

0.110.040.120.230.050.860.850.790.510.470.470.65X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.130.050.190.340.0510.198.355.313.721.351.345.65d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.170.500.500.110.500.500.11k, delay calibration

28.6428.2733.4829.4528.3238.3513.6312.5841.108.778.7640.95d1, Uniform Delay [s] 3414012753414013141086118210611861197121c, Capacity [veh/h] 161519001315161519001371174519001810188219001810s, saturation flow rate [veh/h]

0.020.010.030.050.010.200.530.490.030.300.300.04(v / s)_i Volume / Saturation Flow Rate

0.210.210.210.210.210.210.620.620.060.630.630.07g / C, Green / Cycle 1919191919195656557576g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.61 10.11 10.12 44.81 19.24 21.98 48.53 28.37 29.79 33.67 28.32 28.78 Movement LOS D B B D B C D C C C C C
d_A, Approach Delay [s/veh] 12.47 20.63 43.40 30.54
Approach LOS B C D C
d_I, Intersection Delay [s/veh] 20.49
Intersection LOS C
Intersection V/C 0.888
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.941 3.377 2.483 2.339 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 978 1222 422 422 d_b, Bicycle Delay [s] 11.76 6.81 28.01 28.01
I_b,int, Bicycle LOS Score for Intersection 2.553 3.132 1.866 1.631 Bicycle LOS B C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.642Volume to Capacity (v/c):

BLevel Of Service:

14.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
79424269319913613418563107178Total Analysis Volume [veh/h] 2011111782534335211626819Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.9280Peak Hour Factor 7339396429921261244795899472Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 7339396429921261244795899472Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 018001800622105110Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

69.1435.4544.8459.92126.04294.31296.4691.11211.50214.2283.5195th-Percentile Queue Length [ft/ln]

2.771.421.792.405.0411.7711.863.648.468.573.3495th-Percentile Queue Length [veh/ln]

38.4119.6924.9133.2970.02183.29184.9450.62121.22123.2046.3950th-Percentile Queue Length [ft/ln]

1.540.791.001.332.807.337.402.024.854.931.8650th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCDCDBBDAADLane Group LOS

33.5132.1946.5833.1938.4910.4110.2346.648.518.4846.57d, Delay for Lane Group [s/veh]

0.290.130.390.260.510.600.590.670.450.450.64X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.600.192.240.501.542.142.015.841.211.185.63d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.110.500.500.11k, delay calibration

32.9032.0044.3332.6936.958.288.2240.797.307.3040.95d1, Uniform Delay [s] 2683161092682571227126712812361260121c, Capacity [veh/h] 16151900131516151122184019001810186319001810s, saturation flow rate [veh/h]

0.050.020.030.040.120.400.390.050.300.300.04(v / s)_i Volume / Saturation Flow Rate

0.170.170.170.170.170.670.670.070.660.660.07g / C, Green / Cycle 15151515156060660606g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.57 8.49 8.51 46.64 10.31 10.41 38.49 38.49 33.19 46.58 32.19 33.51 Movement LOS D A A D B B D D C D C C
d_A, Approach Delay [s/veh] 10.94 12.30 36.65 36.53
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 14.58
Intersection LOS B
Intersection V/C 0.642
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.947 0.000 0.000 2.216 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1067 1311 333 333 d_b, Bicycle Delay [s] 9.80 5.34 31.25 31.25
I_b,int, Bicycle LOS Score for Intersection 2.560 2.848 1.888 1.829 Bicycle LOS B C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.544Volume to Capacity (v/c):

ALevel Of Service:

8.4Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
119425612201067110Total Analysis Volume [veh/h]
30111430526728Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.95200.95200.95200.95200.95200.9520Peak Hour Factor
113405311611016105Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 113405311611016105Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0200517019Split [s]

0.01.00.01.01.01.0All red [s]

0.02.00.02.02.02.0Amber [s]
0300303030Maximum Green [s]
070777Minimum Green [s]
-Lead---LeadLead / Lag
Auxiliary Signal Groups
030625Signal Group
PermissivePermissivePermissivePermissivePermissiveProtectedControl Type Phasing & Timing

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
129.0739.7311.47173.8345.87121.2495th-Percentile Queue Length [ft/ln]

5.161.590.466.951.834.8595th-Percentile Queue Length [veh/ln]

71.7122.076.3796.5725.4867.3550th-Percentile Queue Length [ft/ln]

2.870.880.253.861.022.6950th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DDAAADLane Group LOS

47.4638.373.605.732.0149.04d, Delay for Lane Group [s/veh]

0.770.240.050.470.350.77X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.750.710.080.600.328.40d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

39.7137.663.525.131.6940.64d1, Uniform Delay [s]
155174117126233030143c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.070.020.030.340.290.06(v / s)_i Volume / Saturation Flow Rate

0.100.100.730.730.840.08g / C, Green / Cycle
996565757g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.04 2.01 5.73 3.60 38.37 47.46 Movement LOS D A A A D D
d_A, Approach Delay [s/veh] 6.40 5.63 45.09
Approach LOS A A D
d_I, Intersection Delay [s/veh] 8.41
Intersection LOS A
Intersection V/C 0.544
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.863 0.000 2.048 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1489 1067 378 d_b, Bicycle Delay [s] 2.94 9.80 29.61
I_b,int, Bicycle LOS Score for Intersection 2.531 2.612 1.560 Bicycle LOS B B A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Intersection Analysis Summary
4/27/2023Report File: K:\...\1 EX PM.pdf
Scenario 1 EX PMVistro File: K:\...\Rialto_249 Santa Ana Ave_PM.vistro 249 Santa Ana Avenue Truck Terminal
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.

B11.30.791NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
B15.60.755NB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
D43.81.077EB LeftHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
C27.00.932EB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
B20.00.723NB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.723Volume to Capacity (v/c):

BLevel Of Service:

20.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
58526250004371302001706371Total Analysis Volume [veh/h] 14611560001093250042693Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.97500.97500.97501.00001.00001.00000.97500.97501.00001.00000.97500.9750Peak Hour Factor 57026090004261269001663362Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 57026090004261269001663362Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0430000032004715Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
338.79324.31316.22274.00186.60229.75188.4995th-Percentile Queue Length [ft/ln]

13.5512.9712.6510.967.469.197.5495th-Percentile Queue Length [veh/ln] 217.78206.48200.19167.78103.67134.61104.7250th-Percentile Queue Length [ft/ln]

8.718.268.016.714.155.384.1950th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
DCCBBADLane Group LOS

35.5932.5631.0519.7415.429.3442.56d, Delay for Lane Group [s/veh]

0.850.800.760.570.390.520.83X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

5.743.292.232.980.350.584.17d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.150.120.110.500.500.500.11k, delay calibration

29.8529.2728.8216.7615.078.7738.38d1, Uniform Delay [s] 47650653377333043305445c, Capacity [veh/h]
1615171718101615690151763514s, saturation flow rate [veh/h]

0.250.240.220.270.190.330.11(v / s)_i Volume / Saturation Flow Rate

0.290.290.290.480.480.640.13g / C, Green / Cycle
26262643435811g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.56 9.34 0.00 0.00 15.42 19.74 0.00 0.00 0.00 31.59 32.56 34.65 Movement LOS D A B B C C C
d_A, Approach Delay [s/veh] 15.28 16.51 0.00 33.07
Approach LOS B B A C
d_I, Intersection Delay [s/veh] 19.99
Intersection LOS B
Intersection V/C 0.723
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.336 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 978 644 0 889 d_b, Bicycle Delay [s] 11.76 20.67 45.00 13.89
I_b,int, Bicycle LOS Score for Intersection 2.702 2.277 4.132 3.559 Bicycle LOS B B D D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.932Volume to Capacity (v/c):

CLevel Of Service:

27.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00048206440145450167514360Total Analysis Volume [veh/h] 000121016103641251693590Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.97300.97300.97301.00000.97300.97300.97300.97301.0000Peak Hour Factor 00046906270141548765713970Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00046906270141548765713970Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000270063180450Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
361.61330.68322.05272.39237.85560.49461.2695th-Percentile Queue Length [ft/ln]

14.4613.2312.8810.909.5122.4218.4595th-Percentile Queue Length [veh/ln] 235.72211.45204.72166.56140.61397.09315.5950th-Percentile Queue Length [ft/ln]

9.438.468.196.665.6215.8812.6250th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
DDDADDCLane Group LOS

47.5739.2837.188.9241.2036.9324.05d, Delay for Lane Group [s/veh]

0.910.840.810.590.880.900.81X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

15.167.615.791.074.4215.534.19d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.250.200.190.500.110.500.50k, delay calibration

32.4131.6831.397.8536.7821.4019.86d1, Uniform Delay [s] 41444946424495727811739c, Capacity [veh/h]
1615175018103618351416253618s, saturation flow rate [veh/h]

0.230.210.210.400.140.430.39(v / s)_i Volume / Saturation Flow Rate

0.260.260.260.680.160.480.48g / C, Green / Cycle
23232361154343g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 24.31 36.93 41.20 8.92 0.00 38.06 39.28 45.74 0.00 0.00 0.00 Movement LOS C D D A D D D
d_A, Approach Delay [s/veh] 28.34 17.19 41.35 0.00
Approach LOS C B D A
d_I, Intersection Delay [s/veh] 26.97
Intersection LOS C
Intersection V/C 0.932
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.290 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 933 1333 533 0 d_b, Bicycle Delay [s] 12.80 5.00 24.20 45.00
I_b,int, Bicycle LOS Score for Intersection 2.721 3.172 3.418 4.132 Bicycle LOS B C C D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.077Volume to Capacity (v/c):

DLevel Of Service:

43.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
83343716813247032416492923157138Total Analysis Volume [veh/h] 21994233117814127639310Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.9390Peak Hour Factor 78323515812444130415482722147536Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 78323515812444130415482722147536Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 028002800522004210Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

60.8423.9731.49130.9298.47906.80757.25671.2831.03432.44432.4740.2895th-Percentile Queue Length [ft/ln]

2.430.961.265.243.9436.2730.2926.851.2417.3017.301.6195th-Percentile Queue Length [veh/ln]

33.8013.3217.4972.7354.70588.95562.73489.8017.24292.25292.2822.3850th-Percentile Queue Length [ft/ln]

1.350.530.702.912.1923.5622.5119.590.6911.6911.690.9050th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCCCCFDCDBBDLane Group LOS

24.9423.9532.1826.7225.47193.1437.4129.1045.3017.8217.7545.11d, Delay for Lane Group [s/veh]

0.190.060.140.370.251.300.960.900.390.720.720.44X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.200.050.230.520.25155.7219.3112.143.274.174.123.45d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.500.110.500.500.11k, delay calibration

24.7423.9031.9526.2025.2237.4218.0916.9642.0413.6513.6341.66d1, Uniform Delay [s] 44952826844952836010311091751098110487c, Capacity [veh/h] 161519001096161519001295179619001810189019001810s, saturation flow rate [veh/h]

0.050.020.030.100.070.360.550.520.020.420.420.02(v / s)_i Volume / Saturation Flow Rate

0.280.280.280.280.280.280.570.570.040.580.580.05g / C, Green / Cycle 2525252525255252452524g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.11 17.78 17.82 45.30 32.44 37.41 193.14 25.47 26.72 32.18 23.95 24.94 Movement LOS D B B D C D F C C C C C
d_A, Approach Delay [s/veh] 18.42 33.43 128.09 26.46
Approach LOS B C F C
d_I, Intersection Delay [s/veh] 43.81
Intersection LOS D
Intersection V/C 1.077
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.073 3.793 2.529 2.367 Crosswalk LOS C D B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 867 1089 556 556 d_b, Bicycle Delay [s] 14.45 9.34 23.47 23.47
I_b,int, Bicycle LOS Score for Intersection 2.906 3.211 2.195 1.687 Bicycle LOS C C B A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.755Volume to Capacity (v/c):

BLevel Of Service:

15.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
722044106161228717075119141497Total Analysis Volume [veh/h] 18511264312242713535424Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.9340Peak Hour Factor 67194199151148115944818132191Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 67194199151148115944818132191Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 018001800601006212Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

62.7116.6747.1294.89134.19406.13401.6553.50270.14270.51106.5295th-Percentile Queue Length [ft/ln]

2.510.671.883.805.3716.2516.072.1410.8110.824.2695th-Percentile Queue Length [veh/ln]

34.849.2626.1852.7274.55271.11267.5329.72164.86165.1359.1850th-Percentile Queue Length [ft/ln]

1.390.371.052.112.9810.8410.701.196.596.612.3750th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCDCDBBDAADLane Group LOS

33.3431.7646.8734.4938.7413.6013.2544.709.319.2948.66d, Delay for Lane Group [s/veh]

0.270.060.410.400.520.720.710.490.560.560.74X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.540.082.470.951.613.723.493.561.761.757.78d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.110.500.500.11k, delay calibration

32.8031.6744.3933.5437.149.899.7641.147.557.5440.89d1, Uniform Delay [s] 2673141082672641236125710412811287132c, Capacity [veh/h] 16151900128916151139186819001810189119001810s, saturation flow rate [veh/h]

0.040.010.030.070.120.480.470.030.380.380.05(v / s)_i Volume / Saturation Flow Rate

0.170.170.170.170.170.660.660.060.680.680.07g / C, Green / Cycle 15151515156060561616g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 48.66 9.30 9.31 44.70 13.42 13.60 38.74 38.74 34.49 46.87 31.76 33.34 Movement LOS D A A D B B D D C D C C
d_A, Approach Delay [s/veh] 11.79 14.29 36.90 37.48
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 15.58
Intersection LOS B
Intersection V/C 0.755
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.067 0.000 0.000 2.187 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1311 1267 333 333 d_b, Bicycle Delay [s] 5.34 6.05 31.25 31.25
I_b,int, Bicycle LOS Score for Intersection 2.822 3.082 1.962 1.784 Bicycle LOS C C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.791Volume to Capacity (v/c):

BLevel Of Service:

11.3Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
182355318391414117Total Analysis Volume [veh/h]
4691346035429Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90500.90500.90500.90500.90500.9050Peak Hour Factor
165324816641280106Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 165324816641280106Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0180627210Split [s]

0.01.00.01.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
194.1230.9513.24375.94122.18134.2895th-Percentile Queue Length [ft/ln]

7.761.240.5315.044.895.3795th-Percentile Queue Length [veh/ln] 108.6517.207.35247.0667.8874.6050th-Percentile Queue Length [ft/ln]

4.350.690.299.882.722.9850th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DCABADLane Group LOS

46.1934.624.6310.963.5952.71d, Delay for Lane Group [s/veh]

0.840.140.050.740.490.83X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

8.220.270.082.020.6011.79d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

37.9734.364.548.943.0040.92d1, Uniform Delay [s]
218244111024872889141c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.110.020.030.510.390.06(v / s)_i Volume / Saturation Flow Rate

0.130.130.690.690.800.08g / C, Green / Cycle
12126262727g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.71 3.59 10.96 4.63 34.62 46.19 Movement LOS D A B A C D
d_A, Approach Delay [s/veh] 7.35 10.78 44.33
Approach LOS A B D
d_I, Intersection Delay [s/veh] 11.34
Intersection LOS B
Intersection V/C 0.791
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.032 0.000 2.067 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1533 1311 333 d_b, Bicycle Delay [s] 2.45 5.34 31.25
I_b,int, Bicycle LOS Score for Intersection 2.823 3.121 1.560 Bicycle LOS C C A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 1: 1 EX PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
APPENDIX D-2

INTERSECTION ANALYSIS
WORKSHEETS – OPENING YEAR 2024

Intersection Analysis Summary
4/17/2023Report File: K:\...\2 OY AM.pdf
Scenario 2 OY AMVistro File: K:\...\Rialto_249 Santa Ana Ave_AM.vistro 249 Santa Ana Avenue Truck Terminal
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.

A8.50.555NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
B14.80.655WB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
C21.30.907EB LeftHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
C20.60.726SB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
C20.40.793NB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.793Volume to Capacity (v/c):

CLevel Of Service:

20.4Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
41066000006111164001007348Total Analysis Volume [veh/h] 10321500001532910025287Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.98200.98200.98201.00001.00001.00000.98200.98201.00001.00000.98200.9820Peak Hour Factor 4036589000600114300989342Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.00001.00001.00001.02001.02001.00001.00001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3956577000588112100970335Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0340000042005614Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
306.19287.63284.08374.18141.1396.28177.4295th-Percentile Queue Length [ft/ln]

12.2511.5111.3614.975.653.857.1095th-Percentile Queue Length [veh/ln] 192.44178.18175.46245.6678.4153.4998.5750th-Percentile Queue Length [ft/ln]

7.707.137.029.833.142.143.9450th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
DDCCBADLane Group LOS

40.0435.2134.3720.7812.065.7442.98d, Delay for Lane Group [s/veh]

0.840.770.750.710.320.280.83X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.853.743.084.950.230.204.26d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.180.140.130.500.500.500.11k, delay calibration

32.1931.4731.2915.8311.845.5438.73d1, Uniform Delay [s] 40143844986036743546420c, Capacity [veh/h]
1615176618101615690151763514s, saturation flow rate [veh/h]

0.210.190.190.380.170.190.10(v / s)_i Volume / Saturation Flow Rate

0.250.250.250.530.530.690.12g / C, Green / Cycle
22222248486211g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.98 5.74 0.00 0.00 12.06 20.78 0.00 0.00 0.00 34.74 35.21 39.20 Movement LOS D A B C C D D
d_A, Approach Delay [s/veh] 15.30 15.07 0.00 36.54
Approach LOS B B A D
d_I, Intersection Delay [s/veh] 20.41
Intersection LOS C
Intersection V/C 0.793
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.272 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1178 867 0 689 d_b, Bicycle Delay [s] 7.61 14.45 45.00 19.34
I_b,int, Bicycle LOS Score for Intersection 2.305 2.292 4.132 3.236 Bicycle LOS B B D C
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.726Volume to Capacity (v/c):

CLevel Of Service:

20.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
000542103860139646046410360Total Analysis Volume [veh/h] 00013629703491151162590Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.93500.93500.93501.00000.93500.93500.93500.93501.0000Peak Hour Factor 0005079361013054304349690Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.02001.02001.02001.00001.02001.02001.02001.02001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0004979354012794224259500Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000350055210340Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
278.58274.91269.34233.32219.21298.09274.5995th-Percentile Queue Length [ft/ln]

11.1411.0010.779.338.7711.9210.9895th-Percentile Queue Length [veh/ln] 171.26168.48164.25137.26126.85186.19168.2350th-Percentile Queue Length [ft/ln]

6.856.746.575.495.077.456.7350th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
DDCADBBLane Group LOS

38.3937.0634.927.3940.1618.6816.01d, Delay for Lane Group [s/veh]

0.830.810.750.550.830.600.54X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

5.524.392.750.863.373.171.14d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.130.120.110.500.110.500.50k, delay calibration

32.8732.6832.166.5336.7915.5114.87d1, Uniform Delay [s] 37438642025385528341849c, Capacity [veh/h]
1615166318103618351416333618s, saturation flow rate [veh/h]

0.190.190.170.390.130.310.28(v / s)_i Volume / Saturation Flow Rate

0.230.230.230.700.160.510.51g / C, Green / Cycle
21212163144646g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 16.10 18.68 40.16 7.39 0.00 35.32 37.06 37.82 0.00 0.00 0.00 Movement LOS B B D A D D D
d_A, Approach Delay [s/veh] 16.90 15.51 36.78 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 20.64
Intersection LOS C
Intersection V/C 0.726
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.172 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 1156 711 0 d_b, Bicycle Delay [s] 19.34 8.02 18.69 45.00
I_b,int, Bicycle LOS Score for Intersection 2.385 3.091 3.107 4.132 Bicycle LOS B C C D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.907Volume to Capacity (v/c):

CLevel Of Service:

21.3Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
371834812127647314175532111779Total Analysis Volume [veh/h] 9482056911835414827920Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.9450Peak Hour Factor 351732772026144713395230105675Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 341731752025643813135129103574Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 022002200582104710Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

29.2814.0029.6466.1316.36288.50576.68510.5957.53240.46242.0184.6995th-Percentile Queue Length [ft/ln]

1.170.561.192.650.6511.5423.0720.422.309.629.683.3995th-Percentile Queue Length [veh/ln]

16.277.7816.4736.749.09178.84410.54355.8931.96142.56143.7147.0550th-Percentile Queue Length [ft/ln]

0.650.310.661.470.367.1516.4214.241.285.705.751.8850th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCCCCDCBDBBDLane Group LOS

28.8028.3233.7929.8428.3750.5723.6118.5444.5410.3410.3246.68d, Delay for Lane Group [s/veh]

0.110.040.120.240.050.880.870.800.500.480.480.65X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.140.050.200.360.0512.059.585.733.561.421.405.74d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.170.500.500.110.500.500.11k, delay calibration

28.6628.2733.5929.4828.3238.5114.0412.8140.988.928.9240.95d1, Uniform Delay [s] 3414012733414013131085118110911831194122c, Capacity [veh/h] 161519001313161519001370174619001810188119001810s, saturation flow rate [veh/h]

0.020.010.030.050.010.200.540.500.030.300.300.04(v / s)_i Volume / Saturation Flow Rate

0.210.210.210.210.210.210.620.620.060.630.630.07g / C, Green / Cycle 1919191919195656557576g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.68 10.33 10.34 44.54 20.23 23.61 50.57 28.37 29.84 33.79 28.32 28.80 Movement LOS D B B D C C D C C C C C
d_A, Approach Delay [s/veh] 12.67 21.74 44.89 30.61
Approach LOS B C D C
d_I, Intersection Delay [s/veh] 21.30
Intersection LOS C
Intersection V/C 0.907
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.951 3.395 2.486 2.340 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 978 1222 422 422 d_b, Bicycle Delay [s] 11.76 6.81 28.01 28.01
I_b,int, Bicycle LOS Score for Intersection 2.573 3.164 1.871 1.633 Bicycle LOS B C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.655Volume to Capacity (v/c):

BLevel Of Service:

14.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
804343703210113913678764109379Total Analysis Volume [veh/h] 2011111882535342221627320Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.9280Peak Hour Factor 74404065309412912698159101473Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 7339396429921261244795899472Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 018001800622105110Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

70.0636.3146.0860.83129.37303.23304.8193.55216.92219.6384.6995th-Percentile Queue Length [ft/ln]

2.801.451.842.435.1712.1312.193.748.688.793.3995th-Percentile Queue Length [veh/ln]

38.9220.1725.6033.7971.87190.16191.3751.97125.17127.1647.0550th-Percentile Queue Length [ft/ln]

1.560.811.021.352.877.617.652.085.015.091.8850th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCDCDBBDAADLane Group LOS

33.5232.2046.9533.2138.6510.6610.4546.908.658.6246.68d, Delay for Lane Group [s/veh]

0.300.140.410.260.520.610.600.680.460.460.65X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.610.192.480.511.622.252.116.101.261.235.74d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.110.500.500.11k, delay calibration

32.9132.0144.4632.7037.048.418.3440.807.397.3940.95d1, Uniform Delay [s] 2683161062682571226126712812351259122c, Capacity [veh/h] 16151900131316151121183919001810186319001810s, saturation flow rate [veh/h]

0.050.020.030.040.120.410.400.050.310.310.04(v / s)_i Volume / Saturation Flow Rate

0.170.170.170.170.170.670.670.070.660.660.07g / C, Green / Cycle 15151515156060660606g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.68 8.63 8.65 46.90 10.54 10.66 38.65 38.65 33.21 46.95 32.20 33.52 Movement LOS D A A D B B D D C D C C
d_A, Approach Delay [s/veh] 11.06 12.54 36.78 36.66
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 14.76
Intersection LOS B
Intersection V/C 0.655
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.957 0.000 0.000 2.218 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1067 1311 333 333 d_b, Bicycle Delay [s] 9.80 5.34 31.25 31.25
I_b,int, Bicycle LOS Score for Intersection 2.579 2.874 1.895 1.834 Bicycle LOS B C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.555Volume to Capacity (v/c):

ALevel Of Service:

8.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
121435712441088112Total Analysis Volume [veh/h]
30111431127228Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.95200.95200.95200.95200.95200.9520Peak Hour Factor
115415411841036107Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 113405311611016105Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0200517019Split [s]

0.01.00.01.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
131.1340.6111.86181.9748.36123.2795th-Percentile Queue Length [ft/ln]

5.251.620.477.281.934.9395th-Percentile Queue Length [veh/ln]

72.8522.566.59101.0926.8768.4850th-Percentile Queue Length [ft/ln]

2.910.900.264.041.072.7450th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DDAAADLane Group LOS

47.3938.283.675.902.0648.93d, Delay for Lane Group [s/veh]

0.770.240.050.480.360.77X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.740.710.080.620.338.35d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

39.6537.573.595.281.7340.58d1, Uniform Delay [s]
157176116726143025145c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.070.020.040.340.300.06(v / s)_i Volume / Saturation Flow Rate

0.100.100.720.720.840.08g / C, Green / Cycle
996565757g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 48.93 2.06 5.90 3.67 38.28 47.39 Movement LOS D A A A D D
d_A, Approach Delay [s/veh] 6.44 5.81 45.00
Approach LOS A A D
d_I, Intersection Delay [s/veh] 8.50
Intersection LOS A
Intersection V/C 0.555
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.871 0.000 2.050 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1489 1067 378 d_b, Bicycle Delay [s] 2.94 9.80 29.61
I_b,int, Bicycle LOS Score for Intersection 2.550 2.633 1.560 Bicycle LOS B B A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Intersection Analysis Summary
4/27/2023Report File: K:\...\2 OY PM.pdf
Scenario 2 OY PMVistro File: K:\...\Rialto_249 Santa Ana Ave_PM.vistro 249 Santa Ana Avenue Truck Terminal
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.

B11.70.807NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
B15.90.770NB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
D46.81.099EB LeftHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
C28.20.951EB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
C20.30.737NB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.737Volume to Capacity (v/c):

CLevel Of Service:

20.3Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
59626370004461327001739378Total Analysis Volume [veh/h] 14911590001123320043595Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.97500.97500.97501.00001.00001.00000.97500.97501.00001.00000.97500.9750Peak Hour Factor 58126210004351294001696369Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.00001.00001.00001.02001.02001.00001.00001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 57026090004261269001663362Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0430000032004715Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
344.69329.49320.28284.75193.09238.85191.4995th-Percentile Queue Length [ft/ln]

13.7913.1812.8111.397.729.557.6695th-Percentile Queue Length [veh/ln] 222.41210.52203.34175.97107.91141.35106.7650th-Percentile Queue Length [ft/ln]

8.908.428.137.044.325.654.2750th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
DCCCBADLane Group LOS

35.6532.5030.7920.5915.909.7142.56d, Delay for Lane Group [s/veh]

0.850.800.760.580.410.530.84X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

6.023.472.223.270.380.624.24d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.150.130.110.500.500.500.11k, delay calibration

29.6329.0428.5817.3215.529.0938.32d1, Uniform Delay [s] 48451454276332583280451c, Capacity [veh/h]
1615171718101615690151763514s, saturation flow rate [veh/h]

0.250.240.230.280.190.340.11(v / s)_i Volume / Saturation Flow Rate

0.300.300.300.470.470.630.13g / C, Green / Cycle
27272743435712g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.56 9.71 0.00 0.00 15.90 20.59 0.00 0.00 0.00 31.40 32.50 34.68 Movement LOS D A B C C C C
d_A, Approach Delay [s/veh] 15.58 17.08 0.00 32.98
Approach LOS B B A C
d_I, Intersection Delay [s/veh] 20.29
Intersection LOS C
Intersection V/C 0.737
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.343 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 978 644 0 889 d_b, Bicycle Delay [s] 11.76 20.67 45.00 13.89
I_b,int, Bicycle LOS Score for Intersection 2.724 2.291 4.132 3.597 Bicycle LOS B B D D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.951Volume to Capacity (v/c):

CLevel Of Service:

28.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00049106580148351168914650Total Analysis Volume [veh/h] 000123016403711281723660Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.97300.97300.97301.00000.97300.97300.97300.97301.0000Peak Hour Factor 00047806400144349767014250Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.02001.02001.02001.00001.02001.02001.02001.02001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00046906270141548765713970Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000270063180450Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
370.93337.86328.74283.72241.91603.32484.2195th-Percentile Queue Length [ft/ln]

14.8413.5113.1511.359.6824.1319.3795th-Percentile Queue Length [veh/ln] 243.08217.05209.93175.18143.64432.74334.2950th-Percentile Queue Length [ft/ln]

9.728.688.407.015.7517.3113.3750th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
DDDADDCLane Group LOS

48.3639.5837.399.2941.2441.6525.61d, Delay for Lane Group [s/veh]

0.910.840.810.610.880.930.84X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

16.078.056.141.144.5519.395.02d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.260.210.200.500.110.500.50k, delay calibration

32.2931.5331.248.1536.7022.2520.60d1, Uniform Delay [s] 42045547124355807711717c, Capacity [veh/h]
1615175018103618351416253618s, saturation flow rate [veh/h]

0.240.220.210.410.150.440.40(v / s)_i Volume / Saturation Flow Rate

0.260.260.260.670.160.480.48g / C, Green / Cycle
23232361154343g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 25.93 41.65 41.24 9.29 0.00 38.30 39.58 46.43 0.00 0.00 0.00 Movement LOS C D D A D D D
d_A, Approach Delay [s/veh] 30.96 17.48 41.78 0.00
Approach LOS C B D A
d_I, Intersection Delay [s/veh] 28.23
Intersection LOS C
Intersection V/C 0.951
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.301 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 933 1333 533 0 d_b, Bicycle Delay [s] 12.80 5.00 24.20 45.00
I_b,int, Bicycle LOS Score for Intersection 2.744 3.205 3.455 4.132 Bicycle LOS B C C D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.099Volume to Capacity (v/c):

DLevel Of Service:

46.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
85353817113447933016823023160339Total Analysis Volume [veh/h] 219104334120834207640110Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.9390Peak Hour Factor 80333616112645031015792822150537Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 78323515812444130415482722147536Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 028002800522004210Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

62.3924.6932.46133.56100.08958.19810.88709.5932.04447.95447.7741.3095th-Percentile Queue Length [ft/ln]

2.500.991.305.344.0038.3332.4428.381.2817.9217.911.6595th-Percentile Queue Length [veh/ln]

34.6613.7218.0374.2055.60619.62608.59522.2117.80304.79304.6422.9550th-Percentile Queue Length [ft/ln]

1.390.550.722.972.2224.7824.3420.890.7112.1912.190.9250th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCCCCFDCDBBDLane Group LOS

24.9823.9732.3626.7825.50206.8641.5431.4945.2418.4218.3345.09d, Delay for Lane Group [s/veh]

0.190.070.140.380.251.340.980.920.390.740.740.44X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.200.050.240.530.25169.3922.9414.103.264.514.453.46d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.500.110.500.500.11k, delay calibration

24.7823.9132.1126.2525.2537.4718.6017.3941.9813.9113.8941.62d1, Uniform Delay [s] 44952826644952835810301090761097110288c, Capacity [veh/h] 161519001091161519001292179619001810189119001810s, saturation flow rate [veh/h]

0.050.020.030.110.070.370.560.530.020.430.430.02(v / s)_i Volume / Saturation Flow Rate

0.280.280.280.280.280.280.570.570.040.580.580.05g / C, Green / Cycle 2525252525255252452524g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.09 18.38 18.42 45.24 35.53 41.54 206.86 25.50 26.78 32.36 23.97 24.98 Movement LOS D B B D D D F C C C C C
d_A, Approach Delay [s/veh] 19.00 36.64 136.59 26.53
Approach LOS B D F C
d_I, Intersection Delay [s/veh] 46.84
Intersection LOS D
Intersection V/C 1.099
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.086 3.820 2.533 2.369 Crosswalk LOS C D B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 867 1089 556 556 d_b, Bicycle Delay [s] 14.45 9.34 23.47 23.47
I_b,int, Bicycle LOS Score for Intersection 2.933 3.244 2.206 1.690 Bicycle LOS C C B A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.770Volume to Capacity (v/c):

BLevel Of Service:

15.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
7320451081612489174152191442100Total Analysis Volume [veh/h] 18511274312243513536125Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.9340Peak Hour Factor 681942101151168316264918134793Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 67194199151148115944818132191Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 018001800601006212Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

63.6216.6748.3496.83136.42422.11416.2654.55277.97278.26110.6695th-Percentile Queue Length [ft/ln]

2.540.671.933.875.4616.8816.652.1811.1211.134.4395th-Percentile Queue Length [veh/ln]

35.349.2626.8653.8075.79283.93279.2430.30170.80171.0361.4850th-Percentile Queue Length [ft/ln]

1.410.371.072.153.0311.3611.171.216.836.842.4650th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCDCDBBDAADLane Group LOS

33.3631.7447.1734.5538.8414.1313.7244.729.529.4949.33d, Delay for Lane Group [s/veh]

0.270.060.430.400.530.740.730.500.570.570.76X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.540.082.690.981.654.013.743.601.851.838.42d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.110.500.500.11k, delay calibration

32.8131.6644.4833.5737.1910.129.9741.127.677.6640.92d1, Uniform Delay [s] 2673151062672641235125610512791285132c, Capacity [veh/h] 16151900128716151138186819001810189119001810s, saturation flow rate [veh/h]

0.050.010.030.070.120.490.480.030.390.390.06(v / s)_i Volume / Saturation Flow Rate

0.170.170.170.170.170.660.660.060.680.680.07g / C, Green / Cycle 15151515156060561617g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.33 9.50 9.52 44.72 13.91 14.13 38.84 38.84 34.55 47.17 31.74 33.36 Movement LOS D A A D B B D D C D C C
d_A, Approach Delay [s/veh] 12.06 14.77 36.97 37.63
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 15.93
Intersection LOS B
Intersection V/C 0.770
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.080 0.000 0.000 2.187 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1311 1267 333 333 d_b, Bicycle Delay [s] 5.34 6.05 31.25 31.25
I_b,int, Bicycle LOS Score for Intersection 2.847 3.112 1.969 1.787 Bicycle LOS C C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.807Volume to Capacity (v/c):

BLevel Of Service:

11.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
186365418751443119Total Analysis Volume [veh/h]
4691446936130Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90500.90500.90500.90500.90500.9050Peak Hour Factor
168334916971306108Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 165324816641280106Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0180627210Split [s]

0.01.00.01.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
197.4631.7413.65393.32129.70138.1095th-Percentile Queue Length [ft/ln]

7.901.270.5515.735.195.5295th-Percentile Queue Length [veh/ln] 111.0517.647.58260.8772.0576.7250th-Percentile Queue Length [ft/ln]

4.440.710.3010.432.883.0750th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DCABADLane Group LOS

46.1734.464.7011.473.7353.74d, Delay for Lane Group [s/veh]

0.840.150.050.760.500.85X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

8.290.270.082.210.6312.78d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

37.8734.194.619.263.1140.97d1, Uniform Delay [s]
221248110724792881141c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.120.020.030.520.400.07(v / s)_i Volume / Saturation Flow Rate

0.140.140.690.690.800.08g / C, Green / Cycle
12126262727g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.74 3.73 11.47 4.70 34.46 46.17 Movement LOS D A B A C D
d_A, Approach Delay [s/veh] 7.54 11.28 44.27
Approach LOS A B D
d_I, Intersection Delay [s/veh] 11.68
Intersection LOS B
Intersection V/C 0.807
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.043 0.000 2.070 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1533 1311 333 d_b, Bicycle Delay [s] 2.45 5.34 31.25
I_b,int, Bicycle LOS Score for Intersection 2.848 3.151 1.560 Bicycle LOS C C A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 2: 2 OY PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
APPENDIX D-3

INTERSECTION ANALYSIS
WORKSHEETS – OPENING YEAR 2024
PLUS PROJECT

Intersection Analysis Summary
4/21/2023Report File: K:\...\3 OY WP AM.pdf
Scenario 3 OY WP AMVistro File: K:\...\Rialto_249 Santa Ana Ave_AM.vistro 249 Santa Ana Avenue Truck Terminal
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.

B11.80.129NB LeftHCM 7th
EditionTwo-way stopSanta Ana Ave / West Dwy6
A8.50.555NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
B16.40.664WB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
C22.10.924EB LeftHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
C21.10.753SB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
C21.20.810NB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.810Volume to Capacity (v/c):

CLevel Of Service:

21.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
41066240006111165001008384Total Analysis Volume [veh/h] 10321560001532910025296Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.98200.98200.98201.00001.00001.00000.98200.98201.00001.00000.98200.9820Peak Hour Factor 4036613000600114400990377Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00240000100135Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.00001.00001.00001.02001.02001.00001.00001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3956577000588112100970335Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0340000042005614Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
313.33293.07289.83381.94144.3798.73199.7695th-Percentile Queue Length [ft/ln]

12.5311.7211.5915.285.773.957.9995th-Percentile Queue Length [veh/ln] 197.96182.34179.86251.8280.2154.85112.7150th-Percentile Queue Length [ft/ln]

7.927.297.1910.073.212.194.5150th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
DDCCBADLane Group LOS

40.2835.1034.3521.6212.465.9245.63d, Delay for Lane Group [s/veh]

0.850.770.760.720.320.290.89X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

8.313.893.295.270.240.206.70d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.190.150.140.500.500.500.11k, delay calibration

31.9731.2131.0616.3512.235.7138.93d1, Uniform Delay [s] 40944845884736213521430c, Capacity [veh/h]
1615177218101615690151763514s, saturation flow rate [veh/h]

0.210.200.190.380.170.190.11(v / s)_i Volume / Saturation Flow Rate

0.250.250.250.530.530.680.12g / C, Green / Cycle
23232347476111g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.63 5.92 0.00 0.00 12.46 21.62 0.00 0.00 0.00 34.68 35.10 39.48 Movement LOS D A B C C D D
d_A, Approach Delay [s/veh] 16.87 15.61 0.00 36.58
Approach LOS B B A D
d_I, Intersection Delay [s/veh] 21.21
Intersection LOS C
Intersection V/C 0.810
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.280 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1178 867 0 689 d_b, Bicycle Delay [s] 7.61 14.45 45.00 19.34
I_b,int, Bicycle LOS Score for Intersection 2.325 2.292 4.132 3.276 Bicycle LOS B B D C
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.753Volume to Capacity (v/c):

CLevel Of Service:

21.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
000567103860142246050110750Total Analysis Volume [veh/h] 00014229703561151252690Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.93500.93500.93501.00000.93500.93500.93500.93501.0000Peak Hour Factor 00053093610133043046810050Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0002300025034360Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.02001.02001.02001.00001.02001.02001.02001.02001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0004979354012794224259500Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000350055210340Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
287.16282.30271.95245.46219.21322.94294.8295th-Percentile Queue Length [ft/ln]

11.4911.2910.889.828.7712.9211.7995th-Percentile Queue Length [veh/ln] 177.82174.10166.23146.28126.85205.42183.6950th-Percentile Queue Length [ft/ln]

7.116.966.655.855.078.227.3550th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
DDCADCBLane Group LOS

38.6537.2334.397.8140.1620.1016.87d, Delay for Lane Group [s/veh]

0.830.810.750.570.830.640.58X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

6.064.842.610.933.373.811.33d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.140.130.110.500.110.500.50k, delay calibration

32.5932.3931.786.8836.7916.3015.55d1, Uniform Delay [s] 38439543125155528211826c, Capacity [veh/h]
1615165818103618351416263618s, saturation flow rate [veh/h]

0.200.190.180.390.130.320.29(v / s)_i Volume / Saturation Flow Rate

0.240.240.240.700.160.510.51g / C, Green / Cycle
21212163144646g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 16.95 20.10 40.16 7.81 0.00 34.87 37.23 38.04 0.00 0.00 0.00 Movement LOS B C D A C D D
d_A, Approach Delay [s/veh] 17.95 15.72 36.76 0.00
Approach LOS B B D A
d_I, Intersection Delay [s/veh] 21.10
Intersection LOS C
Intersection V/C 0.753
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.190 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 1156 711 0 d_b, Bicycle Delay [s] 19.34 8.02 18.69 45.00
I_b,int, Bicycle LOS Score for Intersection 2.426 3.112 3.149 4.132 Bicycle LOS B C C D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.924Volume to Capacity (v/c):

CLevel Of Service:

22.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
371834832127647314685532119280Total Analysis Volume [veh/h] 9482156911836714829820Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.9450Peak Hour Factor 351732782026144713875230112676Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00010004800701Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 341731752025643813135129103574Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 022002200582104710Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

29.2814.0029.6967.8616.36288.50615.28539.2957.53259.49260.9285.8895th-Percentile Queue Length [ft/ln]

1.170.561.192.710.6511.5424.6121.572.3010.3810.443.4495th-Percentile Queue Length [veh/ln]

16.277.7816.5037.709.09178.84442.74379.5431.96156.81157.8847.7150th-Percentile Queue Length [ft/ln]

0.650.310.661.510.367.1517.7115.181.286.276.321.9150th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCCCCDCBDBBDLane Group LOS

28.8028.3233.8829.8928.3750.5725.6519.6944.5410.7910.7646.80d, Delay for Lane Group [s/veh]

0.110.040.130.240.050.880.890.820.500.520.510.66X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.140.050.200.370.0512.0511.176.513.561.601.595.85d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.170.500.500.110.500.500.11k, delay calibration

28.6628.2733.6829.5228.3238.5114.4813.1840.989.189.1840.95d1, Uniform Delay [s] 3414012723414013131087118110911831194122c, Capacity [veh/h] 161519001311161519001370175019001810188319001810s, saturation flow rate [veh/h]

0.020.010.030.050.010.200.550.510.030.320.320.04(v / s)_i Volume / Saturation Flow Rate

0.210.210.210.210.210.210.620.620.060.630.630.07g / C, Green / Cycle 1919191919195656557576g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.80 10.77 10.79 44.54 21.71 25.65 50.57 28.37 29.89 33.88 28.32 28.80 Movement LOS D B B D C C D C C C C C
d_A, Approach Delay [s/veh] 12.98 23.27 44.82 30.64
Approach LOS B C D C
d_I, Intersection Delay [s/veh] 22.06
Intersection LOS C
Intersection V/C 0.924
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.972 3.416 2.487 2.340 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 978 1222 422 422 d_b, Bicycle Delay [s] 11.76 6.81 28.01 28.01
I_b,int, Bicycle LOS Score for Intersection 2.635 3.206 1.873 1.633 Bicycle LOS B C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.664Volume to Capacity (v/c):

BLevel Of Service:

16.4Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
15644457033101139136714066109379Total Analysis Volume [veh/h] 3911111882535342351627320Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.9280Peak Hour Factor 1454142653194129126913061101473Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
71120100049200Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 7339396429921261244795899472Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 018001800622105110Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
146.1537.1748.7760.82131.53303.85304.41151.36237.86240.9584.6995th-Percentile Queue Length [ft/ln]

5.851.491.952.435.2612.1512.186.059.519.643.3995th-Percentile Queue Length [veh/ln]

81.2020.6527.1033.7973.07190.63191.0784.09140.62142.9247.0550th-Percentile Queue Length [ft/ln]

3.250.831.081.352.927.637.643.365.625.721.8850th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
DCDCDBBDBBDLane Group LOS

36.5932.2147.9433.1939.0510.6910.4547.3610.0610.0246.68d, Delay for Lane Group [s/veh]

0.580.140.450.260.540.610.600.790.480.480.65X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

1.980.203.220.511.842.262.117.661.421.395.74d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.110.500.500.11k, delay calibration

34.6132.0144.7232.6837.218.438.3439.698.638.6340.95d1, Uniform Delay [s] 269316992692481226126617711841208122c, Capacity [veh/h] 16151900131216151067184019001810186219001810s, saturation flow rate [veh/h]

0.100.020.030.040.130.410.400.080.310.310.04(v / s)_i Volume / Saturation Flow Rate

0.170.170.170.170.170.670.670.100.640.640.07g / C, Green / Cycle 15151515156060957576g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.68 10.04 10.06 47.36 10.55 10.69 39.05 39.05 33.19 47.94 32.21 36.59 Movement LOS D B B D B B D D C D C D
d_A, Approach Delay [s/veh] 12.38 13.69 37.04 37.89
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 16.41
Intersection LOS B
Intersection V/C 0.664
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.960 0.000 0.000 2.251 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1067 1311 333 333 d_b, Bicycle Delay [s] 9.80 5.34 31.25 31.25
I_b,int, Bicycle LOS Score for Intersection 2.581 2.918 1.896 1.964 Bicycle LOS B C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.555Volume to Capacity (v/c):

ALevel Of Service:

8.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
121445812451089112Total Analysis Volume [veh/h]
30111431127228Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.95200.95200.95200.95200.95200.9520Peak Hour Factor
115425511851037107Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
011110Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 113405311611016105Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0200517019Split [s]

0.01.00.01.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
131.0941.5912.08182.2548.47123.2795th-Percentile Queue Length [ft/ln]

5.241.660.487.291.944.9395th-Percentile Queue Length [veh/ln]

72.8323.106.71101.2526.9368.4850th-Percentile Queue Length [ft/ln]

2.910.920.274.051.082.7450th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DDAAADLane Group LOS

47.3638.323.685.912.0648.93d, Delay for Lane Group [s/veh]

0.770.250.050.480.360.77X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.720.730.080.620.338.35d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

39.6437.593.605.281.7340.58d1, Uniform Delay [s]
157176116726143025145c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.070.020.040.340.300.06(v / s)_i Volume / Saturation Flow Rate

0.100.100.720.720.840.08g / C, Green / Cycle
996565757g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 48.93 2.06 5.91 3.68 38.32 47.36 Movement LOS D A A A D D
d_A, Approach Delay [s/veh] 6.44 5.81 44.95
Approach LOS A A D
d_I, Intersection Delay [s/veh] 8.51
Intersection LOS A
Intersection V/C 0.555
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.872 0.000 2.051 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1489 1067 378 d_b, Bicycle Delay [s] 2.94 9.80 29.61
I_b,int, Bicycle LOS Score for Intersection 2.550 2.635 1.560 Bicycle LOS B B A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.129Volume to Capacity (v/c):

BLevel Of Service:

11.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 6: Santa Ana Ave / West Dwy
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Santa Ana AveSanta Ana AveWest DwyName
Intersection Setup
000Pedestrian Volume [ped/h]
180055197078Total Analysis Volume [veh/h]
4501449019Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.95000.95000.95000.95000.95000.9500Peak Hour Factor
171052187074Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
00520074Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1680018300Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveWest DwyName
Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
BIntersection LOS

1.81d_I, Intersection Delay [s/veh]
AABApproach LOS

0.000.0011.82d_A, Approach Delay [s/veh]

0.000.000.000.0011.0011.0095th-Percentile Queue Length [ft/ln]

0.000.000.000.000.440.4495th-Percentile Queue Length [veh/ln] AAAABBMovement LOS

0.007.720.000.0010.2711.82d_M, Delay for Movement [s/veh]

0.000.000.000.000.000.13V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Intersection Analysis Summary
4/27/2023Report File: K:\...\3 OY WP PM.pdf
Scenario 3 OY WP PMVistro File: K:\...\Rialto_249 Santa Ana Ave_PM.vistro 249 Santa Ana Avenue Truck Terminal
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.

B11.00.139NB LeftHCM 7th
EditionTwo-way stopSanta Ana Ave / West Dwy6
B11.70.809NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
C25.20.784SB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
D53.11.141EB LeftHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
C31.20.986NB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
C21.30.764NB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.764Volume to Capacity (v/c):

CLevel Of Service:

21.3Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
59626990004461331001745416Total Analysis Volume [veh/h] 149117500011233300436104Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.97500.97500.97501.00001.00001.00000.97500.97501.00001.00000.97500.9750Peak Hour Factor 58126820004351298001701406Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00610000400537Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.00001.00001.00001.02001.02001.00001.00001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 57026090004261269001663362Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0430000032004715Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
360.01341.29332.70296.43200.53250.03210.3295th-Percentile Queue Length [ft/ln]

14.4013.6513.3111.868.0210.008.4195th-Percentile Queue Length [veh/ln] 234.45219.74213.02184.92113.26149.70120.3650th-Percentile Queue Length [ft/ln]

9.388.798.527.404.535.994.8150th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
DCCCBBDLane Group LOS

35.6031.8930.3822.3617.1110.4944.22d, Delay for Lane Group [s/veh]

0.850.800.760.610.430.540.89X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

6.653.642.523.760.430.675.88d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.180.150.130.500.500.500.11k, delay calibration

28.9528.2627.8518.6016.689.8238.34d1, Uniform Delay [s] 50754356873231263207469c, Capacity [veh/h]
1615173118101615690151763514s, saturation flow rate [veh/h]

0.270.250.240.280.190.340.12(v / s)_i Volume / Saturation Flow Rate

0.310.310.310.450.450.620.13g / C, Green / Cycle
28282841415612g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 44.22 10.49 0.00 0.00 17.11 22.36 0.00 0.00 0.00 30.95 31.89 34.58 Movement LOS D B B C C C C
d_A, Approach Delay [s/veh] 16.98 18.42 0.00 32.62
Approach LOS B B A C
d_I, Intersection Delay [s/veh] 21.35
Intersection LOS C
Intersection V/C 0.764
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.363 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 978 644 0 889 d_b, Bicycle Delay [s] 11.76 20.67 45.00 13.89
I_b,int, Bicycle LOS Score for Intersection 2.748 2.293 4.132 3.700 Bicycle LOS B B D D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.986Volume to Capacity (v/c):

CLevel Of Service:

31.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00055106580155051172615080Total Analysis Volume [veh/h] 000138016403871281813770Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.97300.97300.97301.00000.97300.97300.97300.97301.0000Peak Hour Factor 00053606400150849770614670Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0005800065036420Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.02001.02001.02001.00001.02001.02001.02001.02001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00046906270141548765713970Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000270063180450Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
402.91364.75349.31310.37241.91692.14527.0895th-Percentile Queue Length [ft/ln]

16.1214.5913.9712.419.6827.6921.0895th-Percentile Queue Length [veh/ln] 268.53238.19226.03195.67143.64507.42369.4650th-Percentile Queue Length [ft/ln]

10.749.539.047.835.7520.3014.7850th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
DDDBDDCLane Group LOS

52.6942.5638.8310.0741.2451.8328.47d, Delay for Lane Group [s/veh]

0.940.870.840.640.880.980.88X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

20.4311.017.681.334.5528.316.85d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.280.250.220.500.110.500.50k, delay calibration

32.2731.5531.158.7436.7023.5321.62d1, Uniform Delay [s] 43046248224125807591694c, Capacity [veh/h]
1615173318103618351416213618s, saturation flow rate [veh/h]

0.250.230.220.430.150.460.41(v / s)_i Volume / Saturation Flow Rate

0.270.270.270.670.160.470.47g / C, Green / Cycle
24242460154242g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 28.76 51.83 41.24 10.07 0.00 40.27 42.56 49.97 0.00 0.00 0.00 Movement LOS C D D B D D D
d_A, Approach Delay [s/veh] 36.26 17.80 44.69 0.00
Approach LOS D B D A
d_I, Intersection Delay [s/veh] 31.20
Intersection LOS C
Intersection V/C 0.986
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.319 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 933 1333 533 0 d_b, Bicycle Delay [s] 12.80 5.00 24.20 45.00
I_b,int, Bicycle LOS Score for Intersection 2.788 3.260 3.554 4.132 Bicycle LOS C C D D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.141Volume to Capacity (v/c):

DLevel Of Service:

53.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
85353817513447933018133023168643Total Analysis Volume [veh/h] 219104434120834537642111Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.9390Peak Hour Factor 80333616412645031017022822158340Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000300012300783Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 78323515812444130415482722147536Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 028002800522004210Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

62.3924.6932.57137.10100.08958.191010.99878.9532.04488.01487.1145.4195th-Percentile Queue Length [ft/ln]

2.500.991.305.484.0038.3340.4435.161.2819.5219.481.8295th-Percentile Queue Length [veh/ln]

34.6613.7218.1076.1655.60619.62752.27667.1517.80337.39336.6525.2350th-Percentile Queue Length [ft/ln]

1.390.550.723.052.2224.7830.0926.690.7113.5013.471.0150th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCCCCFFDDBBDLane Group LOS

24.9823.9732.5426.8825.50206.8658.8443.6245.2419.9319.8145.01d, Delay for Lane Group [s/veh]

0.190.070.140.390.251.341.040.990.390.780.780.46X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.200.050.250.550.25169.3939.5324.603.265.465.373.54d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.500.110.500.500.11k, delay calibration

24.7823.9132.2926.3225.2537.4719.3119.0141.9814.4714.4341.48d1, Uniform Delay [s] 44952826344952835810291084761097110293c, Capacity [veh/h] 161519001087161519001292180219001810189119001810s, saturation flow rate [veh/h]

0.050.020.030.110.070.370.590.560.020.450.450.02(v / s)_i Volume / Saturation Flow Rate

0.280.280.280.280.280.280.570.570.040.580.580.05g / C, Green / Cycle 2525252525255151452525g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.01 19.87 19.93 45.24 49.84 58.84 206.86 25.50 26.88 32.54 23.97 24.98 Movement LOS D B B D D E F C C C C C
d_A, Approach Delay [s/veh] 20.49 51.15 136.05 26.57
Approach LOS C D F C
d_I, Intersection Delay [s/veh] 53.06
Intersection LOS D
Intersection V/C 1.141
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.122 3.854 2.535 2.369 Crosswalk LOS C D B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 867 1089 556 556 d_b, Bicycle Delay [s] 14.45 9.34 23.47 23.47
I_b,int, Bicycle LOS Score for Intersection 3.005 3.352 2.210 1.690 Bicycle LOS C C B A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.784Volume to Capacity (v/c):

CLevel Of Service:

25.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
160245410819124891741187271442100Total Analysis Volume [veh/h] 40613275312243547736125Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.9340Peak Hour Factor 14922501011811683162617525134793Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
813803000126700Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 67194199151148115944818132191Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 018001800601006212Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
150.4920.0359.9796.73141.36423.90416.39389.01302.41302.84110.6695th-Percentile Queue Length [ft/ln]

6.020.802.403.875.6516.9616.6615.5612.1012.114.4395th-Percentile Queue Length [veh/ln]

83.6111.1333.3253.7478.54285.38279.34231.72189.53189.8561.4850th-Percentile Queue Length [ft/ln]

3.340.451.332.153.1411.4211.179.277.587.592.4650th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
DCDCDBBFBBDLane Group LOS

36.7831.7550.1034.4539.4514.2413.78199.8410.8210.7849.33d, Delay for Lane Group [s/veh]

0.590.080.570.400.570.740.731.330.590.590.76X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

2.090.105.250.961.994.063.75158.342.092.068.42d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.110.500.500.11k, delay calibration

34.6931.6544.8533.4937.4510.1910.0341.508.738.7140.92d1, Uniform Delay [s] 269317952692521233125414112381246132c, Capacity [veh/h] 16151900128416151066186819001810188819001810s, saturation flow rate [veh/h]

0.100.010.040.070.130.490.480.100.390.390.06(v / s)_i Volume / Saturation Flow Rate

0.170.170.170.170.170.660.660.080.660.660.07g / C, Green / Cycle 15151515155959759597g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.33 10.80 10.82 199.84 14.00 14.24 39.45 39.45 34.45 50.10 31.75 36.78 Movement LOS D B B F B B D D C D C D
d_A, Approach Delay [s/veh] 13.25 31.24 37.30 39.30
Approach LOS B C D D
d_I, Intersection Delay [s/veh] 25.16
Intersection LOS C
Intersection V/C 0.784
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.095 0.000 0.000 2.247 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1311 1267 333 333 d_b, Bicycle Delay [s] 5.34 6.05 31.25 31.25
I_b,int, Bicycle LOS Score for Intersection 2.854 3.224 1.974 1.952 Bicycle LOS C C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.809Volume to Capacity (v/c):

BLevel Of Service:

11.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
186405718811448119Total Analysis Volume [veh/h]
46101447036230Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90500.90500.90500.90500.90500.9050Peak Hour Factor
168365217021310108Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
033540Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 165324816641280106Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0180627210Split [s]

0.01.00.01.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
197.3935.3614.44395.78130.57138.1095th-Percentile Queue Length [ft/ln]

7.901.410.5815.835.225.5295th-Percentile Queue Length [veh/ln] 111.0019.648.02262.8472.5476.7250th-Percentile Queue Length [ft/ln]

4.440.790.3210.512.903.0750th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DCABADLane Group LOS

46.1334.564.7111.543.7553.74d, Delay for Lane Group [s/veh]

0.840.160.050.760.500.85X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

8.260.300.092.240.6312.78d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

37.8734.264.639.303.1240.97d1, Uniform Delay [s]
221248110624782880141c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.120.020.040.520.400.07(v / s)_i Volume / Saturation Flow Rate

0.140.140.690.690.800.08g / C, Green / Cycle
12126262727g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.74 3.75 11.54 4.71 34.56 46.13 Movement LOS D A B A C D
d_A, Approach Delay [s/veh] 7.54 11.34 44.08
Approach LOS A B D
d_I, Intersection Delay [s/veh] 11.73
Intersection LOS B
Intersection V/C 0.809
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.045 0.000 2.072 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1533 1311 333 d_b, Bicycle Delay [s] 2.45 5.34 31.25
I_b,int, Bicycle LOS Score for Intersection 2.852 3.158 1.560 Bicycle LOS C C A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.139Volume to Capacity (v/c):

BLevel Of Service:

11.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 6: Santa Ana Ave / West Dwy
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Santa Ana AveSanta Ana AveWest DwyName
Intersection Setup
000Pedestrian Volume [ped/h]
137014387097Total Analysis Volume [veh/h]
3403622024Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.95000.95000.95000.95000.95000.9500Peak Hour Factor
130013683092Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
001360092Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 127008100Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveWest DwyName
Volumes
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
BIntersection LOS

2.29d_I, Intersection Delay [s/veh]
AABApproach LOS

0.000.0010.97d_A, Approach Delay [s/veh]

0.000.000.000.0011.9911.9995th-Percentile Queue Length [ft/ln]

0.000.000.000.000.480.4895th-Percentile Queue Length [veh/ln] AAAAABMovement LOS

0.007.670.000.009.8610.97d_M, Delay for Movement [s/veh]

0.000.000.000.000.000.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 3: 3 OY WP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
APPENDIX D-4

INTERSECTION ANALYSIS
WORKSHEETS – OPENING YEAR 2024

CUMULATIVE

Intersection Analysis Summary
4/21/2023Report File: K:\...\4 OY CP AM.pdf
Scenario 4 OY CP AMVistro File: K:\...\Rialto_249 Santa Ana Ave_AM.vistro 249 Santa Ana Avenue Truck Terminal
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.

A8.70.560NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
B16.90.743WB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
D45.21.104EB LeftHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
C27.10.888EB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
C27.90.964WB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.964Volume to Capacity (v/c):

CLevel Of Service:

27.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
54167540007081261001137452Total Analysis Volume [veh/h] 135218800017731500284113Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.98200.98200.98201.00001.00001.00000.98200.98201.00001.00000.98200.9820Peak Hour Factor 53167400006951238001117444Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
1280151000959500128102In-Process Volume [veh/h]

1.02001.02001.02001.00001.00001.00001.02001.02001.00001.00001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3956577000588112100970335Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0290000045006116Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
429.63381.50370.66605.44184.07133.97223.2895th-Percentile Queue Length [ft/ln]

17.1915.2614.8324.227.365.368.9395th-Percentile Queue Length [veh/ln] 289.99251.47242.87434.51102.2674.43129.8450th-Percentile Queue Length [ft/ln]

11.6010.069.7117.384.092.985.1950th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
DDDDBADLane Group LOS

52.5440.7538.3442.9615.917.4943.40d, Delay for Lane Group [s/veh]

0.940.860.830.940.390.340.89X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

21.2710.388.2520.330.360.285.59d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.330.280.260.500.500.500.11k, delay calibration

31.2730.3630.0822.6315.557.2137.80d1, Uniform Delay [s] 46450551975732333345508c, Capacity [veh/h]
1615175818101615690151763514s, saturation flow rate [veh/h]

0.270.250.240.440.180.220.13(v / s)_i Volume / Saturation Flow Rate

0.290.290.290.470.470.650.14g / C, Green / Cycle
26262642425813g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.40 7.49 0.00 0.00 15.91 42.96 0.00 0.00 0.00 39.36 40.75 50.20 Movement LOS D A B D D D D
d_A, Approach Delay [s/veh] 17.70 25.64 0.00 43.87
Approach LOS B C A D
d_I, Intersection Delay [s/veh] 27.93
Intersection LOS C
Intersection V/C 0.964
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.365 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1289 933 0 578 d_b, Bicycle Delay [s] 5.69 12.80 45.00 22.76
I_b,int, Bicycle LOS Score for Intersection 2.434 2.372 4.132 3.706 Bicycle LOS B B D D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.888Volume to Capacity (v/c):

CLevel Of Service:

27.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
000704105230155756157311450Total Analysis Volume [veh/h] 000176213103891401432860Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.93500.93500.93501.00000.93500.93500.93500.93501.0000Peak Hour Factor 00065894890145652553610710Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
00015101280151951021020In-Process Volume [veh/h]

1.00001.00001.00001.02001.02001.02001.00001.02001.02001.02001.02001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0004979354012794224259500Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000310059200390Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
385.98370.29343.79334.48258.87442.11382.6095th-Percentile Queue Length [ft/ln]

15.4414.8113.7513.3810.3517.6815.3095th-Percentile Queue Length [veh/ln] 255.03242.58221.70214.41156.34300.07252.3450th-Percentile Queue Length [ft/ln]

10.209.708.878.586.2512.0010.0950th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
DDDBDCCLane Group LOS

45.7041.8135.7811.3240.2332.6624.15d, Delay for Lane Group [s/veh]

0.890.860.800.660.880.820.73X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

14.8711.326.041.514.2910.283.03d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.300.280.230.500.110.500.50k, delay calibration

30.8330.4929.749.8135.9422.3721.12d1, Uniform Delay [s] 46147751723436357001569c, Capacity [veh/h]
1615166918103618351416153618s, saturation flow rate [veh/h]

0.260.250.230.430.160.350.32(v / s)_i Volume / Saturation Flow Rate

0.290.290.290.650.180.430.43g / C, Green / Cycle
26262658163939g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 24.15 32.66 40.23 11.32 0.00 37.05 41.81 44.09 0.00 0.00 0.00 Movement LOS C C D B D D D
d_A, Approach Delay [s/veh] 26.99 18.98 41.10 0.00
Approach LOS C B D A
d_I, Intersection Delay [s/veh] 27.08
Intersection LOS C
Intersection V/C 0.888
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.274 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 800 1244 622 0 d_b, Bicycle Delay [s] 16.20 6.42 21.36 45.00
I_b,int, Bicycle LOS Score for Intersection 2.505 3.307 3.601 4.132 Bicycle LOS B C D D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.104Volume to Capacity (v/c):

DLevel Of Service:

45.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
371834812138058816225532122979Total Analysis Volume [veh/h] 9482059514740614830720Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.9450Peak Hour Factor 351732772035955615335230116175Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
0000098109194001050In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 341731752025643813135129103574Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500553403110Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

27.7813.2828.1662.6715.52501.421141.32890.1957.75296.78298.2884.7495th-Percentile Queue Length [ft/ln]

1.110.531.132.510.6220.0645.6535.612.3111.8711.933.3995th-Percentile Queue Length [veh/ln]

15.437.3815.6434.828.62336.21833.81676.8532.08185.19186.3547.0850th-Percentile Queue Length [ft/ln]

0.620.300.631.390.3413.4533.3527.071.287.417.451.8850th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCCCCFFDDBBDLane Group LOS

26.3925.9731.0327.3026.0292.6371.2242.4444.8413.0212.9946.74d, Delay for Lane Group [s/veh]

0.090.040.110.210.051.051.080.990.510.560.560.65X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.100.030.140.250.0454.7952.7024.233.762.011.995.78d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.350.500.500.110.500.500.11k, delay calibration

26.2925.9330.8927.0525.9837.8418.5218.2141.0811.0011.0040.96d1, Uniform Delay [s] 3954643193954643601022111810711231133121c, Capacity [veh/h] 161519001313161519001370173719001810188319001810s, saturation flow rate [veh/h]

0.020.010.030.050.010.280.640.580.030.330.330.04(v / s)_i Volume / Saturation Flow Rate

0.240.240.240.240.240.240.590.590.060.600.600.07g / C, Green / Cycle 2222222222225353554546g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.74 13.00 13.02 44.84 51.61 71.22 92.63 26.02 27.30 31.03 25.97 26.39 Movement LOS D B B D D E F C C C C C
d_A, Approach Delay [s/veh] 14.99 56.54 78.75 28.08
Approach LOS B E E C
d_I, Intersection Delay [s/veh] 45.16
Intersection LOS D
Intersection V/C 1.104
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.003 3.630 2.529 2.340 Crosswalk LOS C D B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 622 1156 489 489 d_b, Bicycle Delay [s] 21.36 8.02 25.69 25.69
I_b,int, Bicycle LOS Score for Intersection 2.665 3.428 1.957 1.633 Bicycle LOS B C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.743Volume to Capacity (v/c):

BLevel Of Service:

16.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
11743447033134194142814866111179Total Analysis Volume [veh/h] 2911111883348357371627820Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.9280Peak Hour Factor 10940416531124180132513761103173Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
350101305156562170In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 7339396429921261244795899472Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 018001800621605610Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
105.6036.3048.9760.81171.64343.41339.22159.49245.74248.8484.5095th-Percentile Queue Length [ft/ln]

4.221.451.962.436.8713.7413.576.389.839.953.3895th-Percentile Queue Length [veh/ln]

58.6720.1727.2133.7895.35221.40218.1188.60146.49148.8146.9450th-Percentile Queue Length [ft/ln]

2.350.811.091.353.818.868.723.545.865.951.8850th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCDCDBBDBBDLane Group LOS

34.8032.1749.9033.1741.8511.8911.3746.9910.4410.4046.48d, Delay for Lane Group [s/veh]

0.430.140.520.260.670.660.650.800.500.500.65X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

1.110.194.910.513.192.882.557.541.501.475.58d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.110.500.500.11k, delay calibration

33.6931.9744.9932.6738.669.018.8239.458.948.9340.90d1, Uniform Delay [s] 269317842692471213126518611751198122c, Capacity [veh/h] 16151900131216151052182319001810186319001810s, saturation flow rate [veh/h]

0.070.020.030.040.160.440.430.080.310.310.04(v / s)_i Volume / Saturation Flow Rate

0.170.170.170.170.170.670.670.100.630.630.07g / C, Green / Cycle 15151515156060957576g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.48 10.42 10.44 46.99 11.59 11.89 41.85 41.85 33.17 49.90 32.17 34.80 Movement LOS D B B D B B D D C D C C
d_A, Approach Delay [s/veh] 12.69 14.59 39.29 37.50
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 16.94
Intersection LOS B
Intersection V/C 0.743
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.972 0.000 0.000 2.243 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1178 1311 333 333 d_b, Bicycle Delay [s] 7.61 5.34 31.25 31.25
I_b,int, Bicycle LOS Score for Intersection 2.596 3.020 1.951 1.896 Bicycle LOS B C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.560Volume to Capacity (v/c):

ALevel Of Service:

8.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
122435712451090118Total Analysis Volume [veh/h]
30111431127329Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.95200.95200.95200.95200.95200.9520Peak Hour Factor
116415411851038112Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
100125In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 113405311611016105Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0200507020Split [s]

0.01.00.01.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
132.1840.5712.17187.2249.05129.1895th-Percentile Queue Length [ft/ln]

5.291.620.497.491.965.1795th-Percentile Queue Length [veh/ln]

73.4422.546.76104.0127.2571.7750th-Percentile Queue Length [ft/ln]

2.940.900.274.161.092.8750th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DDAAADLane Group LOS

47.3638.223.796.102.0848.47d, Delay for Lane Group [s/veh]

0.770.240.050.480.360.77X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.750.700.080.640.348.10d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

39.6237.523.715.461.7440.37d1, Uniform Delay [s]
158177115925973022152c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.080.020.040.340.300.07(v / s)_i Volume / Saturation Flow Rate

0.100.100.720.720.840.08g / C, Green / Cycle
996565758g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 48.47 2.08 6.10 3.79 38.22 47.36 Movement LOS D A A A D D
d_A, Approach Delay [s/veh] 6.61 6.00 44.98
Approach LOS A A D
d_I, Intersection Delay [s/veh] 8.68
Intersection LOS A
Intersection V/C 0.560
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.873 0.000 2.052 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1489 1044 378 d_b, Bicycle Delay [s] 2.94 10.27 29.61
I_b,int, Bicycle LOS Score for Intersection 2.556 2.634 1.560 Bicycle LOS B B A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP AM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Intersection Analysis Summary
4/21/2023Report File: K:\...\4 OY CP PM.pdf
Scenario 4 OY CP PMVistro File: K:\...\Rialto_249 Santa Ana Ave_PM.vistro 249 Santa Ana Avenue Truck Terminal
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.

B11.90.811NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
B18.80.871WB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
F94.81.268EB LeftHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
E61.81.181EB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
C30.51.001SB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.001Volume to Capacity (v/c):

CLevel Of Service:

30.5Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
77927470006471528001923532Total Analysis Volume [veh/h] 195118700016238200481133Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.97500.97500.97501.00001.00001.00000.97500.97501.00001.00000.97500.9750Peak Hour Factor 76027280006311490001875519Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
179010700019619600179150In-Process Volume [veh/h]

1.02001.02001.02001.00001.00001.00001.02001.02001.00001.00001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 57026090004261269001663362Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0330000040005717Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
506.35462.69426.86625.28248.36299.65272.7095th-Percentile Queue Length [ft/ln]

20.2518.5117.0725.019.9311.9910.9195th-Percentile Queue Length [veh/ln] 352.41316.75287.76451.11148.45187.39166.8050th-Percentile Queue Length [ft/ln]

14.1012.6711.5118.045.947.506.6750th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
DDDDCBDLane Group LOS

54.9445.3838.2254.6020.7012.3350.44d, Delay for Lane Group [s/veh]

0.950.900.850.970.540.620.97X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

25.6316.7410.2928.650.730.9312.63d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.430.400.360.500.500.500.11k, delay calibration

29.3128.6427.9225.9419.9711.4037.81d1, Uniform Delay [s] 53756560166628443111547c, Capacity [veh/h]
1615170118101615690151763514s, saturation flow rate [veh/h]

0.320.300.280.400.220.370.15(v / s)_i Volume / Saturation Flow Rate

0.330.330.330.410.410.600.16g / C, Green / Cycle
30303037375414g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 50.44 12.33 0.00 0.00 20.70 54.60 0.00 0.00 0.00 40.50 45.38 51.63 Movement LOS D B C D D D D
d_A, Approach Delay [s/veh] 20.59 30.78 0.00 46.18
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 30.54
Intersection LOS C
Intersection V/C 1.001
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.438 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1200 822 0 667 d_b, Bicycle Delay [s] 7.20 15.61 45.00 20.00
I_b,int, Bicycle LOS Score for Intersection 2.910 2.457 4.132 4.081 Bicycle LOS C B D D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.181Volume to Capacity (v/c):

ELevel Of Service:

61.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00060208420159371284416190Total Analysis Volume [veh/h] 000151021003981782114050Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.97300.97300.97301.00000.97300.97300.97300.97301.0000Peak Hour Factor 00058608190155069382115750Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000108017901071961511500In-Process Volume [veh/h]

1.00001.00001.00001.02001.02001.02001.00001.02001.02001.02001.02001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00046906270141548765713970Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000250065190460Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
793.71662.13618.01296.66489.14983.78610.9995th-Percentile Queue Length [ft/ln]

31.7526.4924.7211.8719.5739.3524.4495th-Percentile Queue Length [veh/ln] 526.30447.76420.90185.10314.44702.75439.1650th-Percentile Queue Length [ft/ln]

21.0517.9116.847.4012.5828.1117.5750th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
FFFAFFCLane Group LOS
149.72107.9194.779.05104.5984.5333.31d, Delay for Lane Group [s/veh]

1.221.121.090.641.141.090.94X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 115.7273.9160.771.2767.5961.0311.09d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.390.340.320.500.110.500.50k, delay calibration

34.0034.0034.007.7837.0023.5022.21d1, Uniform Delay [s] 39542944224926257721728c, Capacity [veh/h]
1615175618103618351416153618s, saturation flow rate [veh/h]

0.300.270.270.440.200.520.45(v / s)_i Volume / Saturation Flow Rate

0.240.240.240.690.180.480.48g / C, Green / Cycle
22222262164343g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 33.31 84.53 104.59 9.05 0.00 100.40 107.91 141.34 0.00 0.00 0.00 Movement LOS C F F A F F F
d_A, Approach Delay [s/veh] 50.86 38.56 117.46 0.00
Approach LOS D D F A
d_I, Intersection Delay [s/veh] 61.78
Intersection LOS E
Intersection V/C 1.181
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.475 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 956 1378 489 0 d_b, Bicycle Delay [s] 12.27 4.36 25.69 45.00
I_b,int, Bicycle LOS Score for Intersection 2.914 3.461 3.942 4.132 Bicycle LOS C C D D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.268Volume to Capacity (v/c):

FLevel Of Service:

94.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
85353817113457942618153023182239Total Analysis Volume [veh/h] 2191043341451064547645610Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.9390Peak Hour Factor 80333616112654440017042822171137Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000009490125002060In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 78323515812444130415482722147536Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 035003500452003510Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

54.2521.4928.37115.8987.011007.271783.061534.1032.04778.25771.6141.3095th-Percentile Queue Length [ft/ln]

2.170.861.134.643.4840.2971.3261.361.2831.1330.861.6595th-Percentile Queue Length [veh/ln]

30.1411.9415.7664.3948.34669.731223.201081.5317.80580.66574.9922.9550th-Percentile Queue Length [ft/ln]

1.210.480.632.581.9326.7948.9343.260.7123.2323.000.9250th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
BBCCCFFFDDDDLane Group LOS

19.8419.0725.8621.1920.25161.98152.84118.6445.2444.6743.8445.09d, Delay for Lane Group [s/veh]

0.150.050.110.300.201.251.271.190.390.970.970.44X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.120.030.130.290.14128.06130.1595.953.2622.9222.163.46d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.500.110.500.500.11k, delay calibration

19.7319.0425.7320.9020.1133.9222.6922.6941.9821.7621.6841.62d1, Uniform Delay [s] 5746763615746764648839427695095488c, Capacity [veh/h]
161519001091161519001292178119001810189219001810s, saturation flow rate [veh/h]

0.050.020.030.110.070.450.630.590.020.490.490.02(v / s)_i Volume / Saturation Flow Rate

0.360.360.360.360.360.360.500.500.040.500.500.05g / C, Green / Cycle 3232323232324545445454g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.09 44.25 44.67 45.24 131.72 152.84 161.98 20.25 21.19 25.86 19.07 19.84 Movement LOS D D D D F F F C C C B B
d_A, Approach Delay [s/veh] 44.27 134.54 113.26 21.12
Approach LOS D F F C
d_I, Intersection Delay [s/veh] 94.75
Intersection LOS F
Intersection V/C 1.268
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.143 4.051 2.571 2.369 Crosswalk LOS C D B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 933 711 711 d_b, Bicycle Delay [s] 18.69 12.80 18.69 18.69
I_b,int, Bicycle LOS Score for Intersection 3.114 3.433 2.289 1.690 Bicycle LOS C C B A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.871Volume to Capacity (v/c):

BLevel Of Service:

18.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
136214710816185125176795201502100Total Analysis Volume [veh/h] 34512274463144224537625Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.9340Peak Hour Factor 12720441011517311716508919140393Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
591200573424401560In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 67194199151148115944818132191Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 019001900612304810Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
122.4517.2153.3994.96211.28472.46459.76104.24322.93323.08112.0495th-Percentile Queue Length [ft/ln]

4.900.692.143.808.4518.9018.394.1712.9212.924.4895th-Percentile Queue Length [veh/ln]

68.039.5629.6652.76121.06324.70314.3757.91205.41205.5362.2450th-Percentile Queue Length [ft/ln]

2.720.381.192.114.8412.9912.572.328.228.222.4950th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCDCDBBDBBDLane Group LOS

34.4330.8451.5933.4244.8816.2915.4848.6211.5211.4950.48d, Delay for Lane Group [s/veh]

0.470.060.580.380.760.780.770.730.620.620.77X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

1.210.086.590.816.045.114.557.692.332.319.41d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.150.500.500.110.500.500.11k, delay calibration

33.2230.7645.0032.6038.8411.1910.9340.929.199.1841.07d1, Uniform Delay [s] 287338802872651208123613012301236129c, Capacity [veh/h] 16151900128716151057185719001810189119001810s, saturation flow rate [veh/h]

0.080.010.040.070.190.510.500.050.400.400.06(v / s)_i Volume / Saturation Flow Rate

0.180.180.180.180.180.650.650.070.650.650.07g / C, Green / Cycle 16161616165959659596g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 50.48 11.51 11.52 48.62 15.86 16.29 44.88 44.88 33.42 51.59 30.84 34.43 Movement LOS D B B D B B D D C D C C
d_A, Approach Delay [s/veh] 13.91 17.45 40.87 38.02
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 18.83
Intersection LOS B
Intersection V/C 0.871
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.097 0.000 0.000 2.214 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1000 1289 356 356 d_b, Bicycle Delay [s] 11.25 5.69 30.42 30.42
I_b,int, Bicycle LOS Score for Intersection 2.898 3.199 2.069 1.896 Bicycle LOS C C B A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.811Volume to Capacity (v/c):

BLevel Of Service:

11.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
188365418771444122Total Analysis Volume [veh/h]
4791446936130Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90500.90500.90500.90500.90500.9050Peak Hour Factor
170334916991307110Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
200212In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 165324816641280106Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0190607111Split [s]

0.01.00.01.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
198.4831.6614.19408.10132.32135.2595th-Percentile Queue Length [ft/ln]

7.941.270.5716.325.295.4195th-Percentile Queue Length [veh/ln] 111.7917.597.88272.6973.5175.1450th-Percentile Queue Length [ft/ln]

4.470.700.3210.912.943.0150th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DCABADLane Group LOS

45.7834.294.9612.153.8049.59d, Delay for Lane Group [s/veh]

0.840.140.050.770.500.80X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

8.030.260.092.370.639.14d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

37.7534.034.879.793.1740.45d1, Uniform Delay [s]
225252109324472873153c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.120.020.030.520.400.07(v / s)_i Volume / Saturation Flow Rate

0.140.140.680.680.800.08g / C, Green / Cycle
12126161728g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.59 3.80 12.15 4.96 34.29 45.78 Movement LOS D A B A C D
d_A, Approach Delay [s/veh] 7.37 11.95 43.94
Approach LOS A B D
d_I, Intersection Delay [s/veh] 11.95
Intersection LOS B
Intersection V/C 0.811
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.044 0.000 2.072 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1511 1267 356 d_b, Bicycle Delay [s] 2.69 6.05 30.42
I_b,int, Bicycle LOS Score for Intersection 2.852 3.153 1.560 Bicycle LOS C C A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 4: 4 OY CP PM
249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
APPENDIX D-5

INTERSECTION ANALYSIS
WORKSHEETS – OPENING YEAR 2024
CUMULATIVE PLUS PROJECT

Intersection Analysis Summary
4/21/2023Report File: K:\...\5 OY WP CP AM.pdf
Scenario 5 OY WP CP AMVistro File: K:\...\Rialto_249 Santa Ana Ave_AM.vistro 249 Santa Ana Avenue Truck Terminal
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.

B13.10.149NB LeftHCM 7th
EditionTwo-way stopSanta Ana Ave / West Dwy6
A8.70.560NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
B18.60.757WB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
D48.71.121EB LeftHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
C28.30.920EB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
C29.20.982WB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.982Volume to Capacity (v/c):

CLevel Of Service:

29.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
54167780007081262001138488Total Analysis Volume [veh/h] 135219500017731500285122Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.98200.98200.98201.00001.00001.00000.98200.98201.00001.00000.98200.9820Peak Hour Factor 53167640006951239001118479Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00240000100135Site-Generated Trips [veh/h]
1280151000959500128102In-Process Volume [veh/h]

1.02001.02001.02001.00001.00001.00001.02001.02001.00001.00001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3956577000588112100970335Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0290000045006116Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
444.89390.74380.03610.73185.17135.27252.2095th-Percentile Queue Length [ft/ln]

17.8015.6315.2024.437.415.4110.0995th-Percentile Queue Length [veh/ln] 302.32258.82250.30438.93102.8775.15151.3350th-Percentile Queue Length [ft/ln]

12.0910.3510.0117.564.113.016.0550th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
DDDDBADLane Group LOS

54.7741.5039.1243.7316.027.5749.74d, Delay for Lane Group [s/veh]

0.950.870.840.940.390.340.96X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

23.4511.149.0220.940.360.2811.49d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.340.290.270.500.500.500.11k, delay calibration

31.3230.3630.1022.7915.667.2938.25d1, Uniform Delay [s] 46750952375432203335508c, Capacity [veh/h]
1615176318101615690151763514s, saturation flow rate [veh/h]

0.270.250.240.440.180.220.14(v / s)_i Volume / Saturation Flow Rate

0.290.290.290.470.470.640.14g / C, Green / Cycle
26262642425813g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.74 7.57 0.00 0.00 16.02 43.73 0.00 0.00 0.00 40.15 41.50 52.33 Movement LOS D A B D D D D
d_A, Approach Delay [s/veh] 20.23 25.98 0.00 45.13
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 29.24
Intersection LOS C
Intersection V/C 0.982
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.372 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1289 933 0 578 d_b, Bicycle Delay [s] 5.69 12.80 45.00 22.76
I_b,int, Bicycle LOS Score for Intersection 2.454 2.372 4.132 3.746 Bicycle LOS B B D D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.920Volume to Capacity (v/c):

CLevel Of Service:

28.3Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
000728105230158456161011840Total Analysis Volume [veh/h] 000182213103961401522960Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.93500.93500.93501.00000.93500.93500.93500.93501.0000Peak Hour Factor 00068194890148152557011070Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0002300025034360Site-Generated Trips [veh/h]
00015101280151951021020In-Process Volume [veh/h]

1.00001.00001.00001.02001.02001.02001.00001.02001.02001.02001.02001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0004979354012794224259500Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000310059200390Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
395.42379.96350.51347.83258.87502.93403.7395th-Percentile Queue Length [ft/ln]

15.8215.2014.0213.9110.3520.1216.1595th-Percentile Queue Length [veh/ln] 262.55250.24226.97224.87156.34349.60269.1950th-Percentile Queue Length [ft/ln]

10.5010.019.088.996.2513.9810.7750th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
DDDBDDCLane Group LOS

46.4542.6435.9711.7840.2338.2925.32d, Delay for Lane Group [s/veh]

0.900.870.800.680.880.880.76X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

15.7312.246.381.624.2914.783.57d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.310.290.240.500.110.500.50k, delay calibration

30.7130.4029.5910.1535.9423.5121.75d1, Uniform Delay [s] 46748252423296356941555c, Capacity [veh/h]
1615166518103618351416153618s, saturation flow rate [veh/h]

0.260.250.230.440.160.380.33(v / s)_i Volume / Saturation Flow Rate

0.290.290.290.640.180.430.43g / C, Green / Cycle
26262658163939g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 25.32 38.29 40.23 11.78 0.00 37.28 42.64 44.84 0.00 0.00 0.00 Movement LOS C D D B D D D
d_A, Approach Delay [s/veh] 29.73 19.22 41.69 0.00
Approach LOS C B D A
d_I, Intersection Delay [s/veh] 28.29
Intersection LOS C
Intersection V/C 0.920
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.292 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 800 1244 622 0 d_b, Bicycle Delay [s] 16.20 6.42 21.36 45.00
I_b,int, Bicycle LOS Score for Intersection 2.546 3.329 3.640 4.132 Bicycle LOS B C D D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.121Volume to Capacity (v/c):

DLevel Of Service:

48.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
371834832138058816735532130380Total Analysis Volume [veh/h] 9482159514741814832620Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.94500.9450Peak Hour Factor 351732782035955615815230123176Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00010004800701Site-Generated Trips [veh/h]
0000098109194001050In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 341731752025643813135129103574Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 025002500553403110Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

27.7813.2828.2064.3115.52501.421236.69965.4557.75319.67320.9585.9395th-Percentile Queue Length [ft/ln]

1.110.531.132.570.6220.0649.4738.622.3112.7912.843.4495th-Percentile Queue Length [veh/ln]

15.437.3815.6735.738.62336.21895.65733.8932.08202.87203.8747.7450th-Percentile Queue Length [ft/ln]

0.620.300.631.430.3413.4535.8329.361.288.118.151.9150th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCCCCFFFDBBDLane Group LOS

26.3925.9731.1127.3426.0292.6379.7348.3044.8413.6313.5946.85d, Delay for Lane Group [s/veh]

0.090.040.110.210.051.051.101.010.510.590.590.66X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.100.030.150.260.0454.7961.2129.773.762.302.275.89d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.350.500.500.110.500.500.11k, delay calibration

26.2925.9330.9727.0825.9837.8418.5318.5341.0811.3411.3240.96d1, Uniform Delay [s] 3954643183954643601024111810711231133122c, Capacity [veh/h] 161519001311161519001370174019001810188419001810s, saturation flow rate [veh/h]

0.020.010.030.050.010.280.650.600.030.350.350.04(v / s)_i Volume / Saturation Flow Rate

0.240.240.240.240.240.240.590.590.060.600.600.07g / C, Green / Cycle 2222222222225353554546g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.85 13.61 13.63 44.84 58.49 79.73 92.63 26.02 27.34 31.11 25.97 26.39 Movement LOS D B B D E E F C C C C C
d_A, Approach Delay [s/veh] 15.49 63.56 78.54 28.11
Approach LOS B E E C
d_I, Intersection Delay [s/veh] 48.71
Intersection LOS D
Intersection V/C 1.121
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.024 3.651 2.530 2.340 Crosswalk LOS C D B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 622 1156 489 489 d_b, Bicycle Delay [s] 21.36 8.02 25.69 25.69
I_b,int, Bicycle LOS Score for Intersection 2.727 3.470 1.959 1.633 Bicycle LOS B C A A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.757Volume to Capacity (v/c):

BLevel Of Service:

18.6Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
19444467034134194142820068111179Total Analysis Volume [veh/h] 4811121893348357501727820Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.92800.9280Peak Hour Factor 18041436532124180132518663103173Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
71120100049200Site-Generated Trips [veh/h]
350101305156562170In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 7339396429921261244795899472Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 018001800621605610Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
190.0237.1750.9960.81175.83344.91338.70208.31268.26271.7684.2595th-Percentile Queue Length [ft/ln]

7.601.492.042.437.0313.8013.558.3310.7310.873.3795th-Percentile Queue Length [veh/ln] 105.7120.6528.3333.7897.68222.57217.71118.90163.43166.0846.8050th-Percentile Queue Length [ft/ln]

4.230.831.131.353.918.908.714.766.546.641.8750th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
DCDCDBBDBBDLane Group LOS

39.1432.1949.6933.1742.9211.9611.3946.0112.1212.0746.23d, Delay for Lane Group [s/veh]

0.720.140.520.260.710.670.650.840.520.520.64X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

3.620.204.740.513.882.902.557.841.731.695.39d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.110.500.500.11k, delay calibration

35.5231.9944.9532.6739.049.068.8438.1810.3910.3840.84d1, Uniform Delay [s] 269317882692371212126323811211144124c, Capacity [veh/h] 1615190013111615991182319001810186219001810s, saturation flow rate [veh/h]

0.120.020.040.040.170.440.430.110.310.310.04(v / s)_i Volume / Saturation Flow Rate

0.170.170.170.170.170.670.670.130.600.600.07g / C, Green / Cycle 151515151560601254546g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.23 12.09 12.12 46.01 11.64 11.96 42.92 42.92 33.17 49.69 32.19 39.14 Movement LOS D B B D B B D D C D C D
d_A, Approach Delay [s/veh] 14.24 15.45 40.05 39.77
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 18.57
Intersection LOS B
Intersection V/C 0.757
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.975 0.000 0.000 2.275 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1178 1311 333 333 d_b, Bicycle Delay [s] 7.61 5.34 31.25 31.25
I_b,int, Bicycle LOS Score for Intersection 2.597 3.063 1.952 2.028 Bicycle LOS B C A B
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.560Volume to Capacity (v/c):

ALevel Of Service:

8.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
122445812461091118Total Analysis Volume [veh/h]
30111431127329Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.95200.95200.95200.95200.95200.9520Peak Hour Factor
116425511861039112Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
011110Site-Generated Trips [veh/h]
100125In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 113405311611016105Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0200507020Split [s]

0.01.00.01.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
132.1541.5412.40187.5149.17129.1895th-Percentile Queue Length [ft/ln]

5.291.660.507.501.975.1795th-Percentile Queue Length [veh/ln]

73.4123.086.89104.1727.3271.7750th-Percentile Queue Length [ft/ln]

2.940.920.284.171.092.8750th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DDAAADLane Group LOS

47.3438.263.806.102.0848.47d, Delay for Lane Group [s/veh]

0.770.250.050.480.360.77X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

7.730.720.080.640.348.10d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

39.6137.533.725.461.7540.37d1, Uniform Delay [s]
158177115925973022152c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.080.020.040.340.300.07(v / s)_i Volume / Saturation Flow Rate

0.100.100.720.720.840.08g / C, Green / Cycle
996565758g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 48.47 2.08 6.10 3.80 38.26 47.34 Movement LOS D A A A D D
d_A, Approach Delay [s/veh] 6.61 6.00 44.93
Approach LOS A A D
d_I, Intersection Delay [s/veh] 8.69
Intersection LOS A
Intersection V/C 0.560
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.873 0.000 2.053 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1489 1044 378 d_b, Bicycle Delay [s] 2.94 10.27 29.61
I_b,int, Bicycle LOS Score for Intersection 2.557 2.635 1.560 Bicycle LOS B B A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.149Volume to Capacity (v/c):

BLevel Of Service:

13.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 6: Santa Ana Ave / West Dwy
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Santa Ana AveSanta Ana AveWest DwyName
Intersection Setup
000Pedestrian Volume [ped/h]
222055266078Total Analysis Volume [veh/h]
5601467019Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.95000.95000.95000.95000.95000.9500Peak Hour Factor
211052253074Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
00520074Site-Generated Trips [veh/h]
6001800In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 2010023000Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveWest DwyName
Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
BIntersection LOS

1.64d_I, Intersection Delay [s/veh]
AABApproach LOS

0.000.0013.09d_A, Approach Delay [s/veh]

0.000.000.000.0013.0213.0295th-Percentile Queue Length [ft/ln]

0.000.000.000.000.520.5295th-Percentile Queue Length [veh/ln] AAAABBMovement LOS

0.007.880.000.0011.0013.09d_M, Delay for Movement [s/veh]

0.000.000.000.000.000.15V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Intersection Analysis Summary
4/21/2023Report File: K:\...\5 OY WP CP PM.pdf
Scenario 5 OY WP CP PMVistro File: K:\...\Rialto_249 Santa Ana Ave_PM.vistro 249 Santa Ana Avenue Truck Terminal
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.

B11.20.143NB LeftHCM 7th
EditionTwo-way stopSanta Ana Ave / West Dwy6
B12.00.813NB LeftHCM 7th
EditionSignalizedRiverside Ave / Jurupa Ave5
C22.70.894WB LeftHCM 7th
EditionSignalizedRiverside Ave / Santa Ana
Ave4
F113.01.310SB RightHCM 7th
EditionSignalizedRiverside Ave / Slover Ave3
E70.11.221EB RightHCM 7th
EditionSignalizedRiverside Ave / I-10 EB
Ramps2
C33.91.028NB LeftHCM 7th
EditionSignalizedRiverside Ave / I-10 WB
Ramps1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.028Volume to Capacity (v/c):

CLevel Of Service:

33.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Riverside Ave / I-10 WB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
77928090006471532001928570Total Analysis Volume [veh/h] 195120200016238300482143Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.97500.97500.97501.00001.00001.00000.97500.97501.00001.00000.97500.9750Peak Hour Factor 76027890006311494001880556Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00610000400537Site-Generated Trips [veh/h]
179010700019619600179150In-Process Volume [veh/h]

1.02001.02001.02001.00001.00001.00001.02001.02001.00001.00001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 57026090004261269001663362Base Volume Input [veh/h]
I-10 WB RampsI-10 WB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.00.00.00.00.01.00.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.00.00.00.02.00.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000001000100Pedestrian Clearance [s]
050000050050Walk [s]

0.03.00.00.00.00.00.03.00.00.03.03.0Vehicle Extension [s] 0330000040005717Split [s]

0.01.00.00.00.00.00.01.00.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
561.43499.82459.28628.90249.56301.71328.4595th-Percentile Queue Length [ft/ln]

22.4619.9918.3725.169.9812.0713.1495th-Percentile Queue Length [veh/ln] 397.87347.06313.98454.15149.35188.99204.9350th-Percentile Queue Length [ft/ln]

15.9113.8812.5618.175.977.568.2050th-Percentile Queue Length [veh/ln] YesNoNoYesNoNoYesCritical Lane Group
EDDECBFLane Group LOS

63.4949.8041.5955.2520.8012.4268.26d, Delay for Lane Group [s/veh]

0.980.930.880.970.540.621.04X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

33.7220.8413.3029.210.740.9430.26d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.460.420.380.500.500.500.11k, delay calibration

29.7728.9628.2826.0420.0611.4738.00d1, Uniform Delay [s] 53857160366428373105547c, Capacity [veh/h]
1615171318101615690151763514s, saturation flow rate [veh/h]

0.330.310.290.400.220.370.16(v / s)_i Volume / Saturation Flow Rate

0.330.330.330.410.410.600.16g / C, Green / Cycle
30303037375414g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 68.26 12.42 0.00 0.00 20.80 55.25 0.00 0.00 0.00 44.42 49.80 59.11 Movement LOS F B C E D D E
d_A, Approach Delay [s/veh] 25.16 31.03 0.00 51.62
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 33.92
Intersection LOS C
Intersection V/C 1.028
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.458 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1200 822 0 667 d_b, Bicycle Delay [s] 7.20 15.61 45.00 20.00
I_b,int, Bicycle LOS Score for Intersection 2.934 2.458 4.132 4.183 Bicycle LOS C B D D
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------42-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.221Volume to Capacity (v/c):

ELevel Of Service:

70.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 2: Riverside Ave / I-10 EB Ramps
Intersection Level Of Service Report
YesNoNoNoCrosswalk
NoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
00066208420166071288116620Total Analysis Volume [veh/h] 000165021004151782204150Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00000.97300.97300.97301.00000.97300.97300.97300.97301.0000Peak Hour Factor 00064408190161569385716170Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0005800065036420Site-Generated Trips [veh/h]
000108017901071961511500In-Process Volume [veh/h]

1.00001.00001.00001.02001.02001.02001.00001.02001.02001.02001.02001.0000Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 00046906270141548765713970Base Volume Input [veh/h]
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.01.00.00.01.01.00.01.00.0l2, Clearance Lost Time [s]

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]

0.00.00.00.03.00.00.03.03.00.03.00.0Vehicle Extension [s] 0000250065190460Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
888.20762.40700.95315.96489.141135.08655.5895th-Percentile Queue Length [ft/ln]

35.5330.5028.0412.6419.5745.4026.2295th-Percentile Queue Length [veh/ln] 585.96512.02475.02200.00314.44798.88476.5750th-Percentile Queue Length [ft/ln]

23.4420.4819.008.0012.5831.9619.0650th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
FFFAFFDLane Group LOS
171.48130.86112.389.48104.59102.4736.98d, Delay for Lane Group [s/veh]

1.271.181.130.671.141.140.96X, volume / capacity
Lane Group Results

1.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 137.4896.8678.381.4367.5978.9714.28d2, Incremental Delay [s]

1.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.420.370.350.500.110.500.50k, delay calibration

34.0034.0034.008.0537.0023.5022.70d1, Uniform Delay [s] 39542644224926257721728c, Capacity [veh/h]
1615174218103618351416153618s, saturation flow rate [veh/h]

0.310.290.280.460.200.550.46(v / s)_i Volume / Saturation Flow Rate

0.240.240.240.690.180.480.48g / C, Green / Cycle
22222262164343g_i, Effective Green Time [s]

1.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 90909090909090C, Cycle Length [s]
RCLCLCCLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 36.98 102.47 104.59 9.48 0.00 119.86 130.86 161.62 0.00 0.00 0.00 Movement LOS D F F A F F F
d_A, Approach Delay [s/veh] 59.67 38.03 138.24 0.00
Approach LOS E D F A
d_I, Intersection Delay [s/veh] 70.08
Intersection LOS E
Intersection V/C 1.221
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 2.493 Crosswalk LOS F F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 956 1378 489 0 d_b, Bicycle Delay [s] 12.27 4.36 25.69 45.00
I_b,int, Bicycle LOS Score for Intersection 2.958 3.517 4.041 4.132 Bicycle LOS C D D D
----------------Ring 4
----------------Ring 3
-------------86-Ring 2
--------------21Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.310Volume to Capacity (v/c):

FLevel Of Service:
113.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 3: Riverside Ave / Slover Ave
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
85353817513457942619463023190543Total Analysis Volume [veh/h] 2191044341451064867647611Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.93900.9390Peak Hour Factor 80333616412654440018272822178940Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000300012300783Site-Generated Trips [veh/h]
000009490125002060In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 78323515812444130415482722147536Base Volume Input [veh/h] Slover AveSlover AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 035003500452003510Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

54.2521.4928.47118.9587.011007.272115.631864.9132.04895.17886.4145.4195th-Percentile Queue Length [ft/ln]

2.170.861.144.763.4840.2984.6374.601.2835.8135.461.8295th-Percentile Queue Length [veh/ln]

30.1411.9415.8166.0848.34669.731425.011286.6517.80672.25667.3325.2350th-Percentile Queue Length [ft/ln]

1.210.480.632.641.9326.7957.0051.470.7126.8926.691.0150th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
BBCCCFFFDFFDLane Group LOS

19.8419.0726.0121.2620.25161.98186.27151.1145.2455.2354.0645.01d, Delay for Lane Group [s/veh]

0.150.050.110.300.201.251.351.270.391.011.010.46X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.120.030.130.300.14128.06163.45128.293.2632.8331.663.54d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.500.500.500.110.500.500.11k, delay calibration

19.7319.0425.8820.9620.1133.9222.8122.8141.9822.4022.4041.48d1, Uniform Delay [s] 5746763575746764648819377695095493c, Capacity [veh/h]
161519001087161519001292178719001810189219001810s, saturation flow rate [veh/h]

0.050.020.030.110.070.450.660.620.020.510.510.02(v / s)_i Volume / Saturation Flow Rate

0.360.360.360.360.360.360.490.490.040.500.500.05g / C, Green / Cycle 3232323232324444445455g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090909090909090C, Cycle Length [s]
CCLCCLCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.01 54.64 55.23 45.24 164.84 186.27 161.98 20.25 21.26 26.01 19.07 19.84 Movement LOS D F E D F F F C C C B B
d_A, Approach Delay [s/veh] 54.44 167.15 112.86 21.16
Approach LOS D F F C
d_I, Intersection Delay [s/veh] 113.00
Intersection LOS F
Intersection V/C 1.310
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.180 4.086 2.573 2.369 Crosswalk LOS C D B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 933 711 711 d_b, Bicycle Delay [s] 18.69 12.80 18.69 18.69
I_b,int, Bicycle LOS Score for Intersection 3.186 3.541 2.292 1.690 Bicycle LOS C D B A
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.894Volume to Capacity (v/c):

CLevel Of Service:

22.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 4: Riverside Ave / Santa Ana Ave
Intersection Level Of Service Report
YesNoNoYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
2232556108191851251767230281502100Total Analysis Volume [veh/h] 56614275463144258737625Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.93400.9340Peak Hour Factor 208235210118173117165021526140393Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
813803000126700Site-Generated Trips [veh/h]
591200573424401560In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 67194199151148115944818132191Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveRiverside AveRiverside AveName Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.01.00.00.01.00.00.01.01.00.01.01.0l2, Clearance Lost Time [s]

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]

0.03.00.00.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 019001900612304810Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
214.3420.5365.7794.96226.47472.62459.92229.82416.20416.34111.9195th-Percentile Queue Length [ft/ln]

8.570.822.633.809.0618.9018.409.1916.6516.654.4895th-Percentile Queue Length [veh/ln] 123.2911.4136.5452.76132.19324.83314.50134.66279.19279.3062.1750th-Percentile Queue Length [ft/ln]

4.930.461.462.115.2912.9912.585.3911.1711.172.4950th-Percentile Queue Length [veh/ln] NoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
DCDCDBBDBBDLane Group LOS

39.8130.9254.8733.4250.7216.3115.4944.4517.7317.6450.37d, Delay for Lane Group [s/veh]

0.780.070.690.380.820.780.770.850.710.700.77X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

4.510.099.870.8111.235.114.557.203.903.849.31d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.190.500.500.110.500.500.11k, delay calibration

35.3030.8345.0032.6039.5011.2010.9437.2513.8313.8041.06d1, Uniform Delay [s] 287338812872491208123627110801087130c, Capacity [veh/h] 1615190012841615971185719001810188819001810s, saturation flow rate [veh/h]

0.140.010.040.070.210.510.500.130.400.400.06(v / s)_i Volume / Saturation Flow Rate

0.180.180.180.180.180.650.650.150.570.570.07g / C, Green / Cycle 161616161659591352526g_i, Effective Green Time [s]

1.001.001.001.001.001.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.002.000.002.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 9090909090909090909090C, Cycle Length [s]
RCLRCCCLCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 50.37 17.69 17.73 44.45 15.87 16.31 50.72 50.72 33.42 54.87 30.92 39.81 Movement LOS D B B D B B D D C D C D
d_A, Approach Delay [s/veh] 19.69 18.99 44.73 41.85
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 22.68
Intersection LOS C
Intersection V/C 0.894
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 0.0 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] 36.45 0.00 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.113 0.000 0.000 2.274 Crosswalk LOS C F F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1000 1289 356 356 d_b, Bicycle Delay [s] 11.25 5.69 30.42 30.42
I_b,int, Bicycle LOS Score for Intersection 2.904 3.310 2.074 2.061 Bicycle LOS C C B B
----------------Ring 4
----------------Ring 3
-------------865Ring 2
-------------421Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.813Volume to Capacity (v/c):

BLevel Of Service:

12.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 5: Riverside Ave / Jurupa Ave
Intersection Level Of Service Report
YesNoYesCrosswalk
NoNoNoCurb Present

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Jurupa AveRiverside AveRiverside AveName
Intersection Setup
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
188405718831449122Total Analysis Volume [veh/h]
47101447136230Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.90500.90500.90500.90500.90500.9050Peak Hour Factor
170365217041311110Total Hourly Volume [veh/h]
000000Right Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
033540Site-Generated Trips [veh/h]
200212In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.00Proportion of CAVs [%]

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 165324816641280106Base Volume Input [veh/h]
Jurupa AveRiverside AveRiverside AveName
Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.00.00.00.00.00.0Detector Length [ft]

0.00.00.00.00.00.0Detector Location [ft]
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.01.00.01.01.01.0l2, Clearance Lost Time [s]

0.02.00.02.02.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk

0.00.00.00.00.00.0Delayed Vehicle Green [s]
010010100Pedestrian Clearance [s]
050550Walk [s]

0.03.00.03.03.03.0Vehicle Extension [s]
0190607111Split [s]

0.01.00.01.01.01.0All red [s]

12.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
198.4135.2615.02410.68133.22135.2595th-Percentile Queue Length [ft/ln]

7.941.410.6016.435.335.4195th-Percentile Queue Length [veh/ln] 111.7419.598.34274.7674.0175.1450th-Percentile Queue Length [ft/ln]

4.470.780.3310.992.963.0150th-Percentile Queue Length [veh/ln] YesNoNoYesNoYesCritical Lane Group
DCABADLane Group LOS

45.7534.404.9712.233.8149.59d, Delay for Lane Group [s/veh]

0.840.160.050.770.500.80X, volume / capacity
Lane Group Results

1.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.00d3, Initial Queue Delay [s]

8.000.290.092.400.649.14d2, Incremental Delay [s]

1.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.500.500.500.11k, delay calibration

37.7434.104.889.833.1840.45d1, Uniform Delay [s]
225252109224472873153c, Capacity [veh/h]
161518101615361836181810s, saturation flow rate [veh/h]

0.120.020.040.520.400.07(v / s)_i Volume / Saturation Flow Rate

0.140.140.680.680.800.08g / C, Green / Cycle
12126161728g_i, Effective Green Time [s]

1.001.001.001.001.001.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

3.003.003.003.003.003.00L, Total Lost Time per Cycle [s] 909090909090C, Cycle Length [s]
RLRCCLLane Group
Lane Group Calculations
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.59 3.81 12.23 4.97 34.40 45.75 Movement LOS D A B A C D
d_A, Approach Delay [s/veh] 7.37 12.01 43.76
Approach LOS A B D
d_I, Intersection Delay [s/veh] 12.00
Intersection LOS B
Intersection V/C 0.813
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 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] 36.45 0.00 36.45
I_p,int, Pedestrian LOS Score for Intersection 3.046 0.000 2.074 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1511 1267 356 d_b, Bicycle Delay [s] 2.69 6.05 30.42
I_b,int, Bicycle LOS Score for Intersection 2.856 3.160 1.560 Bicycle LOS C C A
----------------Ring 4
----------------Ring 3
--------------65Ring 2
-------------32-Ring 1
Sequence
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.143Volume to Capacity (v/c):

BLevel Of Service:

11.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

Two-way stopControl Type:

Intersection 6: Santa Ana Ave / West Dwy
Intersection Level Of Service Report
YesYesYesCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Santa Ana AveSanta Ana AveWest DwyName
Intersection Setup
000Pedestrian Volume [ped/h]
156014394097Total Analysis Volume [veh/h]
3903623024Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.95000.95000.95000.95000.95000.9500Peak Hour Factor
148013689092Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
001360092Site-Generated Trips [veh/h]
1800600In-Process Volume [veh/h]

1.02001.02001.02001.02001.02001.0200Growth Factor

0.000.000.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 127008100Base Volume Input [veh/h]
Santa Ana AveSanta Ana AveWest DwyName
Volumes
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
BIntersection LOS

2.22d_I, Intersection Delay [s/veh]
AABApproach LOS

0.000.0011.21d_A, Approach Delay [s/veh]

0.000.000.000.0012.4712.4795th-Percentile Queue Length [ft/ln]

0.000.000.000.000.500.5095th-Percentile Queue Length [veh/ln] AAAAABMovement LOS

0.007.680.000.009.9611.21d_M, Delay for Movement [s/veh]

0.000.000.000.000.000.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
APPENDIX D-6

INTERSECTION ANALYSIS
WORKSHEETS – OPENING YEAR 2024
CUMULATIVE PLUS PROJECT – WITH

IMPROVEMENTS
Option 1: Add a NBR Turn Lane
YesNoNoNoYesYesNoCritical Lane Group
DDDBDDBLane Group LOS

44.7741.3235.2212.0441.1538.5719.95d, Delay for Lane Group [s/veh]

0.890.860.790.680.900.880.53X, volume / capacity
47448853123156256932220c, Capacity [veh/h]
1615166518103618351416155176s, saturation flow rate [veh/h] 3333Arrival type
1900190019001900190019001900so, Base Saturation Flow per Lane [pc/h/ln]

0.260.250.230.440.160.380.23(v / s)_i Volume / Saturation Flow Rate

0.290.290.290.640.180.430.43g / C, Green / Cycle
Lane Group Calculations
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s]

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]
0000320058190390Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
Intersection Settings
000728105230158456161011840Total Analysis Volume [veh/h] 0004979354012794224259500Base Volume Input [veh/h]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName HCM 7th EditionAnalysis Method
SignalizedControl Type
Riverside Ave / I-10 EB RampsIntersection
2Number
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.920Intersection V/C
CIntersection LOS

26.98d_I, Intersection Delay [s/veh]
ADBCApproach LOS

0.0040.4319.6526.28d_A, Approach Delay [s/veh]
YesNoNoNoNoNoNoCritical Movement
DDDBDDBMovement LOS

0.000.000.0043.3141.3236.420.0012.0441.1538.5719.950.00d_M, Delay for Movement [s/veh] Movement, Approach, & Intersection Results
389.32375.01347.49351.68261.33504.22250.6695th-Percentile Queue Length [ft/ln]

15.5715.0013.9014.0710.4520.1710.0395th-Percentile Queue Length [veh/ln] 257.69246.32224.60227.89158.19350.66150.1850th-Percentile Queue Length [ft/ln]

10.319.858.989.126.3314.036.0150th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Option 1: Add a NBR Turn Lane
YesNoNoNoYesYesNoCritical Lane Group
FFFBFFCLane Group LOS
126.6192.1677.6210.87104.59126.3121.45d, Delay for Lane Group [s/veh]

1.161.081.040.691.141.200.70X, volume / capacity
43146548324126257362358c, Capacity [veh/h]
1615174218103618351416155176s, saturation flow rate [veh/h] 3333Arrival type
1900190019001900190019001900so, Base Saturation Flow per Lane [pc/h/ln]

0.310.290.280.460.200.550.32(v / s)_i Volume / Saturation Flow Rate

0.270.270.270.670.180.460.46g / C, Green / Cycle
Lane Group Calculations
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
NoNoNoNoPedestrian Recall
NoNoNoNoMaximum Recall
NoNoNoNoMinimum Recall

0.00.00.00.02.00.00.02.02.00.02.00.0l1, Start-Up Lost Time [s]

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 000010001000100Pedestrian Clearance [s]
000050050050Walk [s]
0000270063190440Split [s]

0.00.00.00.01.00.00.01.01.00.01.00.0All red [s]

12.00Lost time [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
Intersection Settings
00066208420166071288116620Total Analysis Volume [veh/h] 00046906270141548765713970Base Volume Input [veh/h]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
I-10 EB RampsI-10 EB RampsRiverside AveRiverside AveName HCM 7th EditionAnalysis Method
SignalizedControl Type
Riverside Ave / I-10 EB RampsIntersection
2Number
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.221Intersection V/C
EIntersection LOS

60.45d_I, Intersection Delay [s/veh]
AFDEApproach LOS

0.0098.8039.0057.78d_A, Approach Delay [s/veh]
NoNoNoNoNoYesNoCritical Movement
FFFBFFCMovement LOS

0.000.000.00118.2592.1683.510.0010.87104.59126.3121.450.00d_M, Delay for Movement [s/veh] Movement, Approach, & Intersection Results
753.30634.55581.63344.93489.141276.23352.6695th-Percentile Queue Length [ft/ln]

30.1325.3823.2713.8019.5751.0514.1195th-Percentile Queue Length [veh/ln] 506.77435.58403.67222.59314.44882.54228.6650th-Percentile Queue Length [ft/ln]

20.2717.4216.158.9012.5835.309.1550th-Percentile Queue Length [veh/ln] YesNoNoNoYesYesNoCritical Lane Group
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Option 1: Add a 3rd NB and SB Through Lane
NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
CCCCCDCCDBBDLane Group LOS

21.9221.5825.9622.6721.6245.1128.3521.7044.8114.6813.9546.83d, Delay for Lane Group [s/veh]

0.070.030.080.170.040.840.850.810.510.460.460.66X, volume / capacity 50259141050259145486818871079941916122c, Capacity [veh/h] 161519001311161519001370166536181810187736181810s, saturation flow rate [veh/h] 3333Arrival type
190019001900190019001900190019001900190019001900so, Base Saturation Flow per Lane [pc/h/ln]

0.020.010.030.050.010.280.440.420.030.240.240.04(v / s)_i Volume / Saturation Flow Rate

0.310.310.310.310.310.310.520.520.060.530.530.07g / C, Green / Cycle Lane Group Calculations
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s]

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]
031003100492203710Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
Intersection Settings
371834832138058816735532130380Total Analysis Volume [veh/h] 341731752025643813135129103574Base Volume Input [veh/h] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
HCM 7th EditionAnalysis Method
SignalizedControl Type
Riverside Ave / Slover AveIntersection
3Number
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

0.880Intersection V/C
CIntersection LOS

23.39d_I, Intersection Delay [s/veh]
CDCBApproach LOS

23.3940.2424.3516.04d_A, Approach Delay [s/veh]
NoNoNoNoNoNoNoNoNoNoNoYesCritical Movement
CCCCCDCCDBBDMovement LOS

21.9221.5825.9622.6721.6245.1128.3522.2844.8114.6814.1946.83d_M, Delay for Movement [s/veh] Movement, Approach, & Intersection Results

24.8211.8825.3057.4213.88366.35512.78473.0257.73242.37228.7885.9295th-Percentile Queue Length [ft/ln]

0.990.481.012.300.5614.6520.5118.922.319.699.153.4495th-Percentile Queue Length [veh/ln]

13.796.6014.0531.907.71239.46357.70325.1632.07143.98133.8947.7350th-Percentile Queue Length [ft/ln]

0.550.260.561.280.319.5814.3113.011.285.765.361.9150th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP AM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
Option 1: Add a 3rd NB and SB Through Lane
NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
BBCBBFFFDCCDLane Group LOS

15.9415.3321.0217.0416.2680.6078.0156.0545.2030.3126.5244.95d, Delay for Lane Group [s/veh]

0.120.040.090.260.171.041.071.030.390.800.800.46X, volume / capacity 682802439682802555739154277822157593c, Capacity [veh/h] 161519001087161519001292173536181810188836181810s, saturation flow rate [veh/h] 3333Arrival type
190019001900190019001900190019001900190019001900so, Base Saturation Flow per Lane [pc/h/ln]

0.050.020.030.110.070.450.450.440.020.350.350.02(v / s)_i Volume / Saturation Flow Rate

0.420.420.420.420.420.420.430.430.040.440.440.05g / C, Green / Cycle Lane Group Calculations
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.02.00.00.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s]

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0100010001000100Pedestrian Clearance [s]
050050050050Walk [s]
041004100391403510Split [s]

0.01.00.00.01.00.00.01.01.00.01.01.0All red [s]

12.00Lost time [s]
Semi-actuatedActuation Type
Time of Day Pattern CoordinatedCoordination Type
90Cycle Length [s]
Intersection Settings
85353817513457942619463023190543Total Analysis Volume [veh/h] 78323515812444130415482722147536Base Volume Input [veh/h] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Slover AveSlover AveRiverside AveRiverside AveName
HCM 7th EditionAnalysis Method
SignalizedControl Type
Riverside Ave / Slover AveIntersection
3Number
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with

1.069Intersection V/C
DIntersection LOS

48.29d_I, Intersection Delay [s/veh]
BEECApproach LOS

17.0358.3663.1228.20d_A, Approach Delay [s/veh]
NoNoNoNoNoYesNoNoNoNoNoNoCritical Movement
BBCBBFEEDCCDMovement LOS

15.9415.3321.0217.0416.2680.6078.0160.1445.2030.3127.7944.95d_M, Delay for Movement [s/veh] Movement, Approach, & Intersection Results

47.3718.7725.04103.7875.97702.85883.96753.1132.03482.03438.9445.3795th-Percentile Queue Length [ft/ln]

1.890.751.004.153.0428.1135.3630.121.2819.2817.561.8195th-Percentile Queue Length [veh/ln]

26.3110.4313.9157.6542.21498.94636.77546.5117.79332.50297.5125.2150th-Percentile Queue Length [ft/ln]

1.050.420.562.311.6919.9625.4721.860.7113.3011.901.0150th-Percentile Queue Length [veh/ln] NoNoNoNoNoYesYesNoNoNoNoYesCritical Lane Group
Kimley-Horn & Associates, Inc.Scenario 5: 5 OY WP CP PM 249 Santa Ana Avenue Truck Terminal
Version 2022 (SP 0-11)
Generated with
APPENDIX E

CUMULATIVE PROJECTS

INFORMATION

TOTAL CUMULATIVE PROJECTS TRAFFIC
AM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Riverside Avenue at I-10 WB Ramps 102 128 0 0 95 95 0 0 0 151 0 128 2 Riverside Avenue at I-10 EB Ramps 0 102 102 95 151 0 128 0 151 0 0 0 3 Riverside Avenue at Slover Avenue 0 105 0 0 194 109 98 0 0 0 0 0 4 Riverside Avenue at Santa Ana Avenue 0 17 2 56 56 51 30 1 0 1 0 35 5 Riverside Avenue at Jurupa Avenue 5 2 0 0 1 0 0 0 1 0 0 0 6 Santa Ana Avenue at Project Driveway 0 0 0 0 0 0 0 18 0 0 6 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0
8 0 0 0 0 0 0 0 0 0 0 0 0 0
9 0 0 0 0 0 0 0 0 0 0 0 0 0
10 0 0 0 0 0 0 0 0 0 0 0 0 0
11 0 0 0 0 0 0 0 0 0 0 0 0 0
12 0 0 0 0 0 0 0 0 0 0 0 0 0
PM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Riverside Avenue at I-10 WB Ramps 150 179 0 0 196 196 0 0 0 107 0 179 2 Riverside Avenue at I-10 EB Ramps 0 150 151 196 107 0 179 0 108 0 0 0 3 Riverside Avenue at Slover Avenue 0 206 0 0 125 90 94 0 0 0 0 0 4 Riverside Avenue at Santa Ana Avenue 0 56 1 40 24 34 57 0 0 2 1 59 5 Riverside Avenue at Jurupa Avenue 2 1 0 0 2 0 0 0 2 0 0 0 6 Santa Ana Avenue at Project Driveway 0 0 0 0 0 0 0 6 0 0 18 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0
8 0 0 0 0 0 0 0 0 0 0 0 0 0
9 0 0 0 0 0 0 0 0 0 0 0 0 0
10 0 0 0 0 0 0 0 0 0 0 0 0 0
11 0 0 0 0 0 0 0 0 0 0 0 0 0
12 0 0 0 0 0 0 0 0 0 0 0 0 0
Related Projects Trip Distribution.xlsx, Totals 4/24/2023, 5:01 PM Enter only in blue cells
Int. #: 1
Mirror distribution? N Entire Intersection TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
Mirror distribution? AM In 0 128 0 0 0 0 0 0 0 133 0 128 AM Out 96 0 0 0 95 95 0 0 0 0 0 0
AM Tot 96 128 0 0 95 95 0 0 0 133 0 128
PM In 0 179 0 0 0 0 0 0 0 101 0 179
PM Out 131 0 0 0 196 196 0 0 0 0 0 0
PM Tot 131 179 0 0 196 196 0 0 0 101 0 179
Zone # 1 CP #1,10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 30% 30% AM In 425 0 128 0 0 0 0 0 0 0 0 0 128
N 0% 0% 0% 0% 30% 30% 0% 0% 0% 0% 0% 0%
AM Out 30% 30% AM Out 318 0 0 0 0 95 95 0 0 0 0 0 0
PM In 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% 30% PM In 597 0 179 0 0 0 0 0 0 0 0 0 179 PM Out 0% 0% 0% 0% 30% 30% 0% 0% 0% 0% 0% 0% PM Out 654 0 0 0 0 196 196 0 0 0 0 0 0 Zone # 2 CP #5,7,12,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 15% AM In 362 0 0 0 0 0 0 0 0 0 54 0 0
N 15% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 15% AM Out 325 49 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 15% 0% 0% PM In 299 0 0 0 0 0 0 0 0 0 45 0 0 PM Out 15% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 312 47 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 CP #3,4,6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 25% AM In 203 0 0 0 0 0 0 0 0 0 51 0 0
N 25% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 25% AM Out 151 38 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 25% 0% 0% PM In 175 0 0 0 0 0 0 0 0 0 44 0 0 PM Out 25% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 222 56 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 CP #2,8
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 140 0 0 0 0 0 0 0 0 0 28 0 0
N 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% AM Out 43 9 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% 0% PM In 60 0 0 0 0 0 0 0 0 0 12 0 0 PM Out 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 139 28 0 0 0 0 0 0 0 0 0 0 0 Riverside Avenue at I-10 WB Ramps
Yellow cells calculate
Related Projects Trip Distribution.xlsx, Int1 4/24/2023, 5:01 PM Enter only in blue cells
Int. #: 2

N TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 0 133 0 128 0 133 0 0 0
AM Out 0 96 96 95 0 0 0 0 0 0 0 0
AM Tot 0 96 96 95 133 0 128 0 133 0 0 0
PM In 0 0 0 0 101 0 179 0 101 0 0 0
PM Out 0 131 131 196 0 0 0 0 0 0 0 0
PM Tot 0 131 131 196 101 0 179 0 101 0 0 0
Zone # 1 CP #1,10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 30% AM In 425 0 0 0 0 0 0 128 0 0 0 0 0
N 0% 0% 0% 30% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 30% AM Out 318 0 0 0 95 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 30% 0% 0% 0% 0% PM In 597 0 0 0 0 0 0 179 0 0 0 0 0 PM Out 0% 0% 0% 30% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 654 0 0 0 196 0 0 0 0 0 0 0 0 Zone # 2 CP #5,7,12,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 15% 15% AM In 362 0 0 0 0 54 0 0 0 54 0 0 0
N 0% 15% 15% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 15% 15% AM Out 325 0 49 49 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 15% 0% 0% 0% 15% 0% 0% 0% PM In 299 0 0 0 0 45 0 0 0 45 0 0 0 PM Out 0% 15% 15% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 312 0 47 47 0 0 0 0 0 0 0 0 0 Zone # 3 CP #3,4,6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 25% 25% AM In 203 0 0 0 0 51 0 0 0 51 0 0 0
N 0% 25% 25% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 25% 25% AM Out 151 0 38 38 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 25% 0% 0% 0% 25% 0% 0% 0% PM In 175 0 0 0 0 44 0 0 0 44 0 0 0 PM Out 0% 25% 25% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 222 0 56 56 0 0 0 0 0 0 0 0 0 Zone # 4 CP #2,8
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 20% AM In 140 0 0 0 0 28 0 0 0 28 0 0 0
N 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% 20% AM Out 43 0 9 9 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 20% 0% 0% 0% PM In 60 0 0 0 0 12 0 0 0 12 0 0 0 PM Out 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 139 0 28 28 0 0 0 0 0 0 0 0 0 Riverside Avenue at I-10 EB Ramps
Yellow cells calculate
Related Projects Trip Distribution.xlsx, Int 2 4/24/2023, 5:01 PM Enter only in blue cells
Int. #: 3

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 0 158 109 0 0 0 0 0 0
AM Out 0 93 0 0 0 0 98 0 0 0 0 0
AM Tot 0 93 0 0 158 109 98 0 0 0 0 0
PM In 0 0 0 0 112 90 0 0 0 0 0 0
PM Out 0 167 0 0 0 0 94 0 0 0 0 0
PM Tot 0 167 0 0 112 90 94 0 0 0 0 0
Zone # 1 CP #1,10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 425 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 318 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 597 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 654 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 CP #5,7,12,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 30% AM In 362 0 0 0 0 0 109 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 30% 0% 0% 0% 0% 0%
AM Out AM Out 325 0 0 0 0 0 0 98 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 30% 0% 0% 0% 0% 0% 0% PM In 299 0 0 0 0 0 90 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 30% 0% 0% 0% 0% 0% PM Out 312 0 0 0 0 0 0 94 0 0 0 0 0 Zone # 3 CP #3,4,6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 50% AM In 203 0 0 0 0 102 0 0 0 0 0 0 0
Y 0% 50% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 151 0 76 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 50% 0% 0% 0% 0% 0% 0% 0% PM In 175 0 0 0 0 88 0 0 0 0 0 0 0 PM Out 0% 50% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 222 0 111 0 0 0 0 0 0 0 0 0 0 Zone # 4 CP #2,8
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 40% AM In 140 0 0 0 0 56 0 0 0 0 0 0 0
Y 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 43 0 17 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 40% 0% 0% 0% 0% 0% 0% 0% PM In 60 0 0 0 0 24 0 0 0 0 0 0 0 PM Out 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 139 0 56 0 0 0 0 0 0 0 0 0 0 Riverside Avenue at Slover Avenue
Yellow cells calculate
Related Projects Trip Distribution.xlsx, Int 3 4/24/2023, 5:01 PM CUMULATIVE PROJECTS - DISTRIBUTION Related Project: 9 Rialto Industrial Building

CUMULATIVE PROJECTS - HAND ENTERED FROM TRAFFIC STUDIES AM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Riverside Avenue at I-10 WB Ramps 2 7
2 Riverside Avenue at I-10 EB Ramps 2 3 7 8
3 Riverside Avenue at Slover Avenue 5 15
4 Riverside Avenue at Santa Ana Avenue 0 0 2 15 0 0 0 1 0 1 0 5 5 Riverside Avenue at Jurupa Avenue 2 1
6 Santa Ana Avenue at Project Driveway 18 6
7 0
8 0
9 0
PM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Riverside Avenue at I-10 WB Ramps 7 2
2 Riverside Avenue at I-10 EB Ramps 7 8 2 3
3 Riverside Avenue at Slover Avenue 15 5
4 Riverside Avenue at Santa Ana Avenue 0 0 1 5 0 0 0 0 0 2 1 15 5 Riverside Avenue at Jurupa Avenue 1 2
6 Santa Ana Avenue at Project Driveway 6 18
7 0
8 0
9 0
CUMULATIVE PROJECTS - DISTRIBUTION Related Project: 11 2720 Willow

CUMULATIVE PROJECTS - HAND ENTERED FROM TRAFFIC STUDIES AM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Riverside Avenue at I-10 WB Ramps 4 11
2 Riverside Avenue at I-10 EB Ramps 4 3 11 10
3 Riverside Avenue at Slover Avenue 7 21
4 Riverside Avenue at Santa Ana Avenue 0 0 0 0 0 21 7 0 0 0 0 0 5 Riverside Avenue at Jurupa Avenue 5 1
6 Santa Ana Avenue at Project Driveway
7 0
8 0
9 0
PM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Riverside Avenue at I-10 WB Ramps 12 4
2 Riverside Avenue at I-10 EB Ramps 12 12 4 4
3 Riverside Avenue at Slover Avenue 24 8
4 Riverside Avenue at Santa Ana Avenue 0 0 0 0 0 8 24 0 0 0 0 0 5 Riverside Avenue at Jurupa Avenue 2 2
6 Santa Ana Avenue at Project Driveway
7 0
8 0
9 0

Rialto City CouncilOctober 28, 2025

Rialto City Council
October 28, 2025